TERRAIN ANALYSIS AND HYDROGEOLOGICAL INVESTIGATION ...

TERRAIN ANALYSIS AND HYDROGEOLOGICAL INVESTIGATION

PROPOSED RIVERBEND MIXED USE SUBDIVISION

PART OF LOTS 7&8, CONCESSION 4 FORMER TOWNSHIP OF GOULBOURN

NOW THE CITY OF OTTAWA

Submitted to:

Westboro Mortgage Investment Corp. 267 Richmond Road, 2nd Floor

Ottawa ON K1Z 6X3

Submitted by:

WESA, a division of BluMetric Environmental Inc. 3108 Carp Road, PO Box 430

Ottawa, Ontario KOA 1LO

April 2015

Project No. CB12835-00-00 V1.1

Ref: CB12835 – Riverbend Mixed Use Subdivision Terrain and Hydrogeo - Apr-2015.docx

CB12835-00-00 Terrain Analysis and Hydrogeological Assessment – Proposed Riverbend Mixed Use Subdivision Westboro Mortgage Investment Corp. April 2015

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TABLE OF CONTENTS

1.0 INTRODUCTION .......................................................................................................... 1 1.1 Objective .............................................................................................................. 1 1.2 Methodology ....................................................................................................... 2

1.2.1 Background Data Review and Pre-Consultation Meeting ........................... 2 1.2.2 Drilling Program ....................................................................................... 3 1.2.3 Baseline Static Water Level Elevations ........................................................ 4 1.2.4 Aquifer Testing and Groundwater Sampling Program ................................ 4

2.0 PHYSICAL SETTING ...................................................................................................... 7 2.1 Site Physiography and Drainage ............................................................................ 7 2.2 Site Geology ......................................................................................................... 7 2.3 Surficial Geology................................................................................................... 7

2.3.1 Bedrock Geology ...................................................................................... 8 2.4 Terrain Units ........................................................................................................ 8 2.5 Hydrogeology ..................................................................................................... 11

2.5.1 Regional Hydrogeology ........................................................................... 11 2.5.2 Site Hydrogeology ................................................................................... 11

2.6 Water Quality .................................................................................................... 15

3.0 DESIGN RECOMMENDATIONS ................................................................................... 18 3.1 Lot Size and Drainage ......................................................................................... 18 3.2 Well Design ........................................................................................................ 19 3.3 Septic System Design ..........................................................................................20

4.0 IMPACT ASSESSMENT FOR SUBSURFACE SEWAGE ..................................................... 23 4.1 General Evaluation ............................................................................................. 24 4.2 Three Step Assessment Process ............................................................................ 25

5.0 SUMMARY AND CONCLUSIONS ................................................................................ 27

6.0 REFERENCES ............................................................................................................... 30


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LIST OF APPENDICES Appendix A: Relevant MOECC Well Records and Grain Size Analyses Appendix B: Subsurface Utility Clearances Appendix C: Borehole Logs Appendix D: Select Water Quality Results - Reproduced from the Ambient Groundwater

Geochemistry Study (OGS, 2014) Appendix E: Aquifer Testing Data and Calculations Appendix F: Laboratory Certificates of Analysis Appendix G: Well Buster Flowing Well Packer Product Information

LIST OF FIGURES Figure 1: Site Location Map Figure 2: Site Plan Figure 3: Test Hole Log Figure 4: MOE Well Records Figure 5: Terrain Unit Map Figure 6: Typical Well Design Figure 7: Proposed Lot Layout

LIST OF TABLES

Table 1: Select Test Well Construction Details and Baseline Water Levels (in text) Table 2: Summary of Pumping Test Results (in text) Table 3: Water Quality Analysis Results – General Parameters Table 4: Water Quality Analysis Results – Pesticides and Herbicides Table 5: Tile Bed Clearances (in text)


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1.0 INTRODUCTION WESA, a division of BluMetric Environmental Inc. was retained by Westboro Mortgage Investment Corp. to conduct a terrain analysis and hydrogeological investigation for the proposed Riverbend Mixed Use Subdivision. The subject property is located on Part of Lots 7 and 8, Concession IV, former Township of Goulbourn, now the City of Ottawa, Ontario (Figure 1). Lands for the proposed development are bounded by Copeland Road and Franktown Road to the north and south, respectively, and by the existing Riverbend Golf Course and the Heron Lake Estates subdivision to the east and west respectively (Figure 2). The lands are bisected by the Jock River and consist primarily of former agricultural and/or pasture lands and lands formerly developed as part of the former Poplar Grove Golf Club (Paterson, 2009a). The total area of the proposed development is approximately 22 hectares (Ha). Currently, the areas proposed for development are zoned Open Space (O1A) and Rural Countryside (RU), which is to be amended as required as part of the approval process. The proposed development involves the subdivision of the property into 16 residential lots, ranging in size from 0.8 Ha to 1.2 Ha, and 5 commercial lots, ranging in size from 0.9 Ha to 1.5 Ha (Figure 2). It is proposed that the lots be privately serviced with individual water supply wells and Class 4 septic systems. 1.1 OBJECTIVE

This report summarizes the results of a detailed investigation of the geology, physiography, and hydrogeology of the property proposed for subdivision. The results address the following concerns as outlined in the Ontario Ministry of the Environment and Climate Change’s (MOECC) (formerly referred to as the Ministry of Energy and Environment (MOEE) and Ministry of Environment (MOE)) technical guideline, “MOE Hydrogeological Technical Information Requirements for Land Development Applications, April 1995 and addendums”:

The suitability of soils for the installation of Class 4 septic systems and their capability to

attenuate sewage effluent and prevent subsurface contamination. The ability of groundwater to provide adequate quantities of potable water. The development of a well-planned subdivision in light of any site development

constraints present. The optimum design of private services. An Environmental Impact Assessment for the private sewage systems in accordance with

MOECC technical guidelines.


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1.2 METHODOLOGY The study was completed using a combination of background research and on site investigations. The MOECC documents Procedure D-5-4 Technical Guideline for Individual On-Site Sewage Systems: Water Quality Impact Risk Assessment last revised August 1995, Procedure D-5-5 Technical Guideline for Private Wells: Water Supply Assessment, last revised August 1996 as well as the Manual of Policy, Procedures and Guidelines for Onsite Sewage Systems dated May 1982 were used as the primary guidelines for assessment of the proposed development. 1.2.1 Background Data Review and Pre-Consultation Meeting The initial task completed involved the assembly and review of all available pertinent literature and maps, including previous studies on or in the vicinity of the property, which are used as supplemental data sources within the current investigation. The list of available reports is as follows:

Phase I Environmental Site Assessment – 8089 Franktown Road Part of Lots 7 & 8, Concession 4, Ottawa (Goulbourn), Ontario. Paterson Group Inc. December 4, 2009. (Paterson, 2009a)

Terrain Analysis and Hydrogeological Study Proposed Residential Subdivision, Part of Lots 7 & 8, Concession 4, Ottawa (Goulbourn), Ontario. Paterson Group Inc. December 3, 2009. (Paterson, 2009b)

Available MOECC water wells records, from the Water Well Information System (WWIS) were compiled for an area extending up to 1 km beyond the proposed licensed boundary (Figure 4). A total of 89 records were identified for this area and geographically referenced based on available information. The well record information was assessed to interpret local geology, hydrogeology, and to identify the water supply aquifers/sources currently being utilized. Several of these well records were eliminated from consideration based on information inferred to be inaccurate regarding reported well locations and well properties. Additional relevant geological and hydrogeological background information was obtained from relevant published sources. On October 20, 2014 a pre-consultation meeting was conducted with representatives of the Rideau Valley Conservation Authority (RVCA), City of Ottawa Policy Development and Urban Design Branch, Westboro Mortgage Investment Corp., Novatech Engineering Ltd. and BluMetric Environmental Ltd. The objective of the meeting was to review the proposed development plan and to ensure the hydrogeological assessment addressed all requirements and potential concerns of the municipality and its technical reviewers. It was noted in this meeting that a previous terrain and hydrogeological assessment of the property was completed and


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submitted to the City of Ottawa (Paterson 2009b). It was agreed at this meeting that a standalone report would be prepared and that any supplemental data/information derived from the Paterson, 2009b report would be provided under one report cover. Specific items requested by RVCA to be included in the assessment included metals and herbicides/pesticides analysis for groundwater, nitrate loading assessment for proposed commercial use lots, and potential for water quality impact to the Jock River. 1.2.2 Drilling Program As part of the previous Terrain Analysis and Hydrogeological Study in 2009 (Paterson, 2009b), various test holes and test pits were completed across the property using a hand auger and backhoe, respectively, to assess site terrain conditions. The depth of overburden investigation ranged between 0.53 and 2.00 metres below ground surface (m bgs) and bedrock was not encountered at 2.00 metres at some site locations. Foour test wells (TW1 to TW4) were drilled on-site under Paterson’s supervision to characterize the physical and chemical hydrogeology of the bedrock aquifer. The MOECC water well records for the four test wells constructed in 2009 are included within Appendix A. The test wells were constructed between September 24 and October 6, 2009 by an MOECC licensed well contractor (Air Rock Drilling Company Ltd. of Ottawa, Ontario). The associated test well locations are included on Figure 2, along with the Paterson, 2009b test hole locations TH1 to TH11 and test pit locations TH12 to TH15. The associated soil stratigraphic logs and grain size analyses are included in Appendix A. Excavation depths and observed water table depths for TH1 to TH15 are shown on Figure 3. Based on a review of the Paterson, 2009b findings, a supplemental drilling program was completed by WESA to further assess site terrain conditions and depth to bedrock across the property. The drilling program included the advancement of eight boreholes across the site to bedrock refusal. Three of the boreholes, each located in close proximity to an existing bedrock test well, were instrumented as overburden monitoring wells to assess static water table and vertical hydraulic gradient conditions. Prior to commencement of the drilling program, all investigation areas were cleared for subsurface utilities by Ottawa Valley Locate (OVL) of Ottawa, Ontario. A copy of the clearances is attached within Appendix B. WESA was on-site on November 22 and 23, 2014 to supervise the drilling activities, which were conducted by Aardvark Drilling Ltd. of Carleton Place, Ontario using a track mounted CME 75 drilling rig with hollow stem auger drilling equipment. Soil samples were collected using a 0.6 m long by 0.05 m diameter split-spoon sampler. The eight borehole locations, TH16 to TH23 are identified on Figure 2. The observed soil profiles at each borehole location are depicted on Figure 3. Each borehole was advanced to auger refusal (inferred as bedrock refusal) and completed to final depths ranging between 0.94 and 3.35 m bgs. The annular space of each borehole was backfilled with a combination of bentonite chips and native material, with the


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exception of boreholes TH16, TH19 and TH23, which were completed as overburden monitoring wells identified as TW5, TW6 and TW7, respectively. Each monitoring well was constructed using 50 mm inside diameter (ID) PVC well risers and 50 mm ID 10-slot PVC well screens. A No. 3 silica sand pack was placed around the outside of the well screens in the annular space of the borehole. A bentonite clay seal was subsequently placed above the sand pack. The borehole logs summarizing soil profiles and overburden test well construction can be found within Appendix C. Overburden units on the property were identified based on the soil type and stratigraphy observed at each borehole completed under the supervision of WESA and using supplemental soil log data available in Paterson 2009b (soil logs provided in Appendix A). Terrain units for the top 1.5 m of overburden were mapped for the study area based on the distribution of the overburden units, the depth to bedrock and the water table, and consideration of physiographic features such as surface water bodies and bedrock outcrops present on the subject property. The hydraulic properties of the soils within the mapped terrain units were inferred from their geological characteristics (i.e. lithology, grain-size, sorting, etc.). The capacity of terrain units to effectively attenuate septic sewage effluent was assessed based on their geological and hydrogeological characteristics. 1.2.3 Baseline Static Water Level Elevations Baseline static groundwater elevations were collected on October 16, 2014 for the bedrock aquifer from each of the pre-existing on-site test wells (TW1 to TW4). Static groundwater elevations were also collected from each of the newly installed overburden monitoring wells (TW5 to TW7) on November 23, 2014. Due to the flowing artesian conditions observed at TW1 and TW4, the casing at these locations were temporarily extended using 5/8” outside diameter (OD) low density polyethylene (LDPE) tubing fitted to a sanitary well cap. The baseline water levels are summarized in Table 3 and discussed in Section 2.4.2 of this report.

1.2.4 Aquifer Testing and Groundwater Sampling Program Aquifer Testing Program The viability of the local bedrock aquifer(s) as a water supply for the proposed subdivision development was evaluated through the completion of an aquifer testing program in conjunction with a groundwater sampling program at each of the four existing bedrock test well locations (TW1 to TW4). The design and methodology of the pumping tests followed the requirements described within Section 4.3 of MOECC Procedure D-5-5.


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Constant discharge pumping tests were conducted by WESA on each of the four test wells between October 16 and 17, 2014 using 1/2 HP electric submersible pumps powered by portable gasoline generator. The 1” OD black polyethylene (PE) discharge tubing was extended at least 30 m in the downslope direction of each pumping well to minimize the potential for any artificial recharge of the aquifer. The submersible pump intake was set 1.5 metres above the bottom of each test well to provide a maximum amount of available drawdown. Prior to pumping, static water levels were collected at the pumping wells as well as observation wells where possible. Where flowing artesian conditions were encountered, static water levels were recorded prior to pump installation, which were assumed to represent initial water levels at time(t)=0. Each well was pumped at a constant discharge rate of 30.3 L/min (8 US gallons per minute) for a period of 6 hours. Water levels were recorded manually within each pumping well and within select observation wells. After 6 hours of pumping, the wells were allowed to recover and water levels were recorded over a period of 2 hours or until a minimum of 90% recovery was obtained. The aquifer testing data were analyzed using AquiferTest (2011.1) aquifer analysis software in conjunction with the Theis pumping, Agarwal, and Theis recovery analytical methods. Analytical methods were chosen given the following assumptions:

Each test well draws water within the competent bedrock and the aquifer is isolated from near-surface hydraulic influences.

Each test well is characterized by near surface static water levels or flowing artesian conditions, suggesting confined aquifer conditions.

Due to insufficient drawdown observed within the observations wells for analyses, single well analyses were required.

The potential for well bore storage and skin effects should be considered due to the nature of single well analyses.

The raw water level data, as well as the associated graphs and analyses produced using the AquiferTest software for each pumping test are included within Appendix E, where applicable, along with the calculated values for transmissivity (T). Results are compared to aquifer test results presented in Paterson 2009b to assess for any possible change to aquifer conditions or well hydraulics. Groundwater Sampling Program A groundwater sampling program was conducted in conjunction with the aquifer testing program at each of the four test wells. All wells were shock chlorinated one week prior to testing, though maintenance of a high chlorine residual within test well TW1 was not possible due to the strong artesian flow conditions. Groundwater samples were collected on October 16 and 17, 2014 from the pump test discharge line after 3 and 6 hours of pumping, with the final sample collected just prior to the pump being shut off. Samples were analysed for the list of chemical and


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bacteriological parameters specified within MOECC Procedure D-5-5, and for additional selected metals parameters as specified by RVCA. Field measurements for temperature, pH, and conductivity were collected throughout the pumping tests using a YSI 556 MPS multi-parameter instrument calibrated at the beginning of each day. In addition, free chlorine residual measurements were collected in the field using a Hach Colorimeter II Chlorine instrument and field turbidity measurements were collected using a Hach 2100P Turbidimeter. In addition to the sampling program described above, and as requested by RVCA, a groundwater sample was collected on November 7, 2014 from bedrock test well TW1, which is located adjacent to the Riverbend Golf Course, for mercury, orthophosphate, pesticides and herbicides analysis. Furthermore, nitrate species parameter sampling was attempted for overburden monitoring wells TW5 and TW7 on December 9, 2014. Collection of groundwater from TW5 was obstructed due to the presence of ice, while TW7 was successfully sampled. An existing residential subdivision, referred to as Heron Lake Estates is located adjacent to the western boundary of the proposed Riverbend mixed use subdivision. Heron Lake Estates was approved for development in the mid 1980’s and no terrain and hydrogeological assessment reports for this development could be located within City of Ottawa files. Water supply well sampling was conducted within the Heron Lake Estates development by WESA using information from available MOECC water well records as its basis. Two existing water supply wells located within Heron Lake Estates were identified with matching MOECC water well records indicating similar hydrogeological conditions to be encountered for water supply wells constructed within the proposed Riverbend development. The intent of the sampling program was communicated to the Community Association by telephone and to the selected residences by mail correspondence. Groundwater quality sampling was completed for the two wells, (1 Lakewood Drive and 9 Lakewood Drive), for comparison to the test well sampling results and to assess for any indications of water quality degradation resulting from residential development on private servicing within the Heron Lake Estates property. All collected groundwater samples were submitted to Maxxam Analytics Inc. of Ottawa, Ontario (Maxxam) under strict chain of custody (COC) procedures. Maxxam is accredited for the applicable analyses under the Canadian Association for Laboratory Accreditation Inc. (CALA) and the Standards Council of Canada (SCC), which are equivalent accreditations. Samples were stored at a temperature less than 4oC in a cooler during shipment to the laboratory for chemical analyses. The relevant laboratory certificates of analysis are included as Appendix F. Results from the water quality analyses are summarized within Tables 1 and 2 in comparison with the current Ontario Drinking Water Standards, Objectives and Guidelines (MOECC, 2006) and the criteria prescribed within MOECC Procedure D-5-5.


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2.0 PHYSICAL SETTING

2.1 SITE PHYSIOGRAPHY AND DRAINAGE The subject property is located within the Smiths Falls Limestone Plains physiographic region, with localized physiographic landforms such as beaches on-site, as well as sand plains and peat and muck landforms in the surrounding properties (Chapman & Putnam, 2007). Based on the available topographic maps and observations noted during various site visits, the site topography is generally flat to undulating and gently slopes towards the Jock River. The maximum relief across the subject property is estimated to be less than 2 metres. Site drainage is controlled by local topography, with precipitation inferred to be primarily infiltrating into the shallow overburden along with some localized overland flow towards the Jock River, which flows from northwest to southeast across the site. No notable low lying areas or standing water conditions were observed during various site visits conducted between October and December, 2014. 2.2 SITE GEOLOGY This section describes the surficial and bedrock geology of the study area. Information was obtained from published federal and provincial geologic maps and reports. Additional information is provided based on the results of the WESA on-site drilling program and the Paterson, 2009b data included in Appendix A. 2.3 SURFICIAL GEOLOGY Based on the available geologic maps, the surficial geology of the site is primarily composed of sandy silt to silty sand textured till material, with some occurrences of organic deposits, modern alluvial deposits and coarse textured glaciomarine deposits. Bedrock outcrops are also present beyond the subject property boundaries. The on-site surficial geology is generally consistent with that of the surrounding lands, including the properties associated with the Heron Lake Estates Subdivision (OGS, 2010) Based on the investigation results summarized on Figure 3, the overburden thickness over bedrock across the site ranges between 0.6 m in the southern portion of the site to 3.4 m in the northern portion, with some variations throughout the property. The potential occurrence of bedrock outcrop identified within the available surficial geology maps (OGS, 2010) for the southern portion of the site was investigated on site and no bedrock outcrops were observed. Based on investigation data, the bedrock depth in this site area ranges from 0.6 m to 1.5 m.


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Where present, the overburden material in the southern portion of the site was observed to be relatively homogenous in vertical and horizontal extent and generally consisted of topsoil overlaying fine sand/silt with some/trace gravel. Paterson, 2009b collected a soil sample for grain size analysis from what is interpreted by WESA to be the overburden material described above. The results of the grain size analysis, provided in Appendix A, indicates a grain size distribution of 77% sand, 21% silt/clay and 2% gravel, which is consistent with field observations made during the WESA site assessment. In the northern portion of the subject property and north of the Jock River, the overburden material was observed to generally consist of topsoil overlaying sandy/silty clays and/or clayey sands/silts. A grain size analysis is proved in Paterson 2009b, from what is interpreted by WESA to be the overburden material described by WESA as sandy/silty clays and/or clayey sands/silts. The results of the grain size analysis, provided ins Appendix A, indicates a grain size distribution of 61% sand, 35% silt/clay and 4% gravel, which is consistent with field observations made during the WESA site assessment. Gravel and angular bedrock fragments were generally observed near the bedrock surface throughout the site where bedrock was encountered. Borehole logs associated with test holes advanced in 2014 under WESA’s supervision can be found within Appendix C. 2.3.1 Bedrock Geology The subject property and surrounding lands are underlain by limestone of the Oxford Formation of the Paleozoic Period (GSC, 1979). MOECC water well records for the four bedrock test wells (TW1 to TW4) report the presence of limestone to a depth of at least 30 m bgs. Published mapping suggests a small portion of the subject property in the northeastern corner, as well as adjacent land to the northeast of the site may be underlain by shale of the Rockcliffe Formation, also of the Paleozoic Period (GSC, 1979). Shale is reported in well record 1502421, located 500 m north of the proposed development. 2.4 TERRAIN UNITS Two major overburden stratigraphic units were identified and characterized based on the observations, sampling results and interpretations associated with the on-site drilling and excavation programs conducted by Paterson in 2009 and by WESA in 2014, as described in Section 2.2.1 above. For the purposes of terrain unit mapping as screening criteria for septic system design, the overburden material composition and presence of bedrock up to 1.5 m from ground surface was used to identify and map terrain units.


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The estimated areal extent of the various identified terrain units are mapped within Figure 5 based on the available information. It should be noted that variations in subsurface investigation methodology (hand auger vs back hoe vs drill rig) and/or localized variations in bedrock surface topography are considered to be likely and could limit the accuracy of interpolations between data points. A generalized safety factor for unit thickness of -/+ 0.5 m has been used to reduce the probability of under/over estimating the terrain unit thickness available at each of the associated lot properties. General approximations of hydrogeological properties were inferred based on the results of the grain size analyses as well as other physiographic features described in Section 2.1 above. Based on the available information and interpretations, a terrain unit map delineating the spatial distribution of the terrain units was generated as Figure 5. Lot classification based on terrain units provides a basis for assessing lot specific conditions affecting Class 4 septic system design. Topsoil was encountered at ground surface at every test hole or test pit completed by both Paterson and WESA, and was typically observed to be between 0.05 and 0.3 m thick. Each underlying terrain unit is described below:

Shallow Fine Sand/Silt over Bedrock (SM/BR)

The shallow sand/silt over bedrock (SM/BR) terrain unit is composed primarily of the overburden unit described in Section 2.2.1 as fine sand/silt with some/trace gravel. The results associated with the grain size sample collected by Paterson in 2009 and interpreted by WESA to be representative of the SM/BR terrain unit, the material is composed of 77% sand, 21% silt/clay and 2% gravel, which is generally consistent with field observations made by WESA (Paterson, 2009b). According to the Unified Soil Classification System, the sample would be classified as silty sand (group symbol: SM). In addition to material composition, this terrain unit was identified and delineated based on its thickness overlaying the bedrock surface. Based on the available bedrock surface depth data summarized in Figure 3, the overall thickness of this terrain unit is notably less than 1.5 metres, generally between 0.6 and 1.3 m. Typical percolation time (T) ranges for various soil types are listed in the Manual of Policy, Procedures and Guidelines for On-Site Sewage Systems (MOECC, 1982). Based on the overall physical properties (grain size, compaction, density) of the material encountered within the fine sand/silt terrain unit described above, the associated percolation time (T) can be estimated to range between 8 to 20 min/cm, with medium to low permeability (MOECC, 1982).


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Clayey Silty Sand Unit (SC) The clayey silty sand (SC) terrain unit is composed primarily of the overburden unit described in Section 2.2.1 as fine sandy/silty clays and/or clayey fine sands/silts. The results associated with the grain size sample collected by Paterson in 2009 and interpreted by WESA to be representative of the SM/BR terrain unit, the material is composed of 61% sand, 35% silt/clay and 4% gravel, which is generally consistent with field observations made by WESA (Paterson, 2009b). According to the Unified Soil Classification System, the sample would be classified as clayey silty sand (group symbol: SC). In addition to material composition, this terrain unit was identified and delineated based on its thickness overlaying the bedrock surface. Based on the available bedrock surface depth data summarized in Figure 3, the overall thickness of this terrain unit is greater than 1.5 metres, generally between and 1.3 m. Based on the overall physical properties (grain size, compaction, density) of the material encountered within the clayey silty sand terrain unit described above, the associated T-times can be estimated to range between 30 to 50 min/cm, with medium to low permeability (MOECC, 1982). Clayey Silty Sand Over Bedrock Unit (SC/BR) Similarly to the SC terrain unit, the sandy/silty clay over bedrock (SC/BR) terrain unit is composed primarily of the overburden unit described in Section 2.2.1 as fine sandy/silty clays and/or clayey fine sands/silts. The associated grain size distribution and hydrogeological properties are interpreted to be comparable to the SC terrain unit described above. The SC/BR unit is distinguished from the SC unit based on the overall overburden unit thickness, which is generally less than 1.5 m and between 0.6 and 1.2 m based on the available bedrock surface depth data summarized in Figure 3. Based on the overall physical properties (grain size, compaction, density) of the material encountered within the clayey silty sand over bedrock (SC/BR) terrain unit described above, the associated T-times can be estimated to range between 30 to 50 min/cm, with medium to low permeability and is comparable to the PT value estimated for the (MOECC, 1982).


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2.5 HYDROGEOLOGY 2.5.1 Regional Hydrogeology The proposed development is located within the Jock River sub-watershed. Regional groundwater flow is inferred to be from the northwest to southeast towards the Rideau River based on the regional topography and watershed catchment area. Based on the available physiographic, surficial geology and information obtained from the MOECC well records (summarized in Appendix A), there is no evidence to suggest that there exists a notable groundwater aquifer within the overburden in the surrounding area of the site. The majority of identified water supply wells are completed to depths ranging between 11 and 30 m bgs, with some wells completed to depths up to 61 m bgs. Major water bearing zones were reportedly encountered between 10 and 45 m bgs. Very shallow or flowing static water levels were also generally reported, which suggest the presence of confining aquifer conditions and strong upward vertical gradients within the bedrock unit. As part of an ambient groundwater geochemistry study in southern Ontario completed by the Ontario Geological Survey (OGS, 2014), two bedrock test wells were constructed within a 5 km radius of the proposed subdivision development. These wells identified as 12-AG-070 and 12-AG-073 are located approximately 4.2 km from the Site to the southwest and northeast, respectively. Test well 12-AG-070 was drilled to a depth of 24.38 m bgs and identified an overburden thickness of 0.61 m, while test well 12-AG-073 was drilled to a depth of 40.23 m bgs and identified an overburden thickness of 1.22 m. The results from groundwater samples collected from these test wells in June, 2012 as part of the ambient groundwater geochemistry study are reproduced herein as Appendix D along with the applicable Ontario Drinking Water Standards. These results suggest that the presence of acceptable water quality within the bedrock aquifer unit in the area surrounding the proposed subdivision. 2.5.2 Site Hydrogeology Based on site topography, the inferred groundwater flow direction within the shallow overburden on site is towards the Jock River following local ground surface and bedrock surface topography. The local bedrock groundwater flow direction is inferred to follow regional groundwater flow direction from northwest to southeast towards the Rideau River as described in Section 2.5.1. The local site hydrogeology was characterized using information obtained from the pre-existing bedrock test wells TW1 to TW4 installed under supervision of Paterson (Paterson, 2009b) in conjunction with the results associated with the additional drilling activities completed by WESA


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in 2014, which included the installation of overburden monitoring wells TW5 to TW7. The locations of all investigation wells can be found within Figure 2. A summary of test well construction details along with baseline static water level data collected by WESA in October and November, 2014 can be found within Table 1 below. Table 1: Select Test Well Construction Details and Baseline Water Levels

Well ID Type

Depth Screened Interval

Casing Stick-up

Water Levels – Oct 16, 2014

Water Levels – Nov 23, 2014

(m bgs) (m bgs) (m) (m bTOC) (m bgs) (m bTPVC) (m bgs) TW1* Bedrock 24.4 6.2 - 25.0 0.5 -2.65 (F) -3.15 - - TW2* Bedrock 30.5 6.2 - 30.5 0.5 0.06 -0.44 - - TW3* Bedrock 18.3 6.2 - 18.3 0.5 < 0 (F) < -0.5 - - TW4* Bedrock 27.4 6.2 - 27.4 0.5 -1.10 (F) -1.6 - - TW5 Overburden 0.94 0.69 - 0.94 0.82 - - 1.02 0.20 TW6 Overburden 1.32 0.91 - 1.32 0.84 - - 1.13 0.29

TW7 Overburden 3.20 1.68 - 3.20 0.9 - - 2.68 1.78 Notes: * Bedrock test well construction details provided by Paterson (Paterson, 2009a). F – Indicates the presence of flowing artesian conditions TOC – Top of Casing TPVC – Top of PVC standpipe

A water table within the overburden unit was observed during the completion of subsurface investigation activities and at the three overburden monitoring well locations. Observations suggest that the overburden water table depth is variable throughout the site. Where present, the water table depth was observed to range between 0.2 m (TW5 on Nov 23, 2014) to 1.1 m below ground surface in the southern portion of the site characterized by a shallow bedrock surface (<1.5 m bgs) and between 0.6 to 1.8 m below ground surface in the northern portion of the site in areas characterized by a deeper bedrock surface (>1.5 m bgs). Test holes completed along the eastern subdivision boundary south of the Jock River generally did not report any notable evidence of water in the overburden, with the exception of TH9. The available information suggests that the water table within the overburden is likely perched on the bedrock surface, which is interpreted to represent an impermeable lower boundary. This shallow perched water table is interpreted to be primarily recharged by precipitation infiltrating into the subsurface. There is no evidence to suggest that there exists a notable or sensitive aquifer within the shallow overburden unit. Observations were completed during the fall season when water table conditions are typically at a high though potentially higher water table conditions may occur in the spring due to the freshet. Comparison of water levels observed for the bedrock test wells and the overburden monitoring wells indicates a strong upward vertical gradient for groundwater flow between overburden and bedrock. The higher static pressure within the bedrock aquifer compared to the overburden water table at the site is considered protective of any downward migration of potential impacts derived near surface.


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Based on information in the MOECC water well records (Appendix A), Test well TW1 (Block 21) was completed to a depth of 24.4 m bgs, with reported major water bearing zones intersected at depths of 20.7 m bgs and 22.9 m bgs. Test well TW2 (Block 18) was completed to a depth of 30.5 m bgs, with reported major water bearing zones intersected at depths of 17.1 m bgs and 28.3 m bgs. Test well TW3 (Lot 4) was completed to a depth of 18.3 m bgs, with one reported major water bearing zone intersected at a depth of 14.9 m bgs. Test well TW2 (Block 18) was completed to a depth of 27.4 m bgs, with reported major water bearing zones intersected at depths of 17.1 m bgs, 23.5 m bgs and 25.9 m bgs. Air Rock Drilling reported flowing artesian conditions at all test wells with the exception of TW2, which exhibited non-flowing artesian conditions (static water level above ground surface but below top of casing). This suggests that strong confining aquifer conditions are present within the bedrock aquifer throughout the site, with strong upward vertical hydraulic gradients. The on-site hydrogeological conditions described above are generally consistent with the data collected as part of

Aquifer Testing To evaluate whether the on-site bedrock aquifer was suitable for the development of private well water supplies, aquifer testing was conducted by WESA on the four bedrock test wells (TW1 to TW4), constructed across the site in 2009. Based on the available data, the construction of these wells is typical of water supply wells found within the adjacent Heron Lake Estates subdivision and representative of those wells recommended for construction in the proposed development. The water level data and observations associated with the pumping tests can be found within Appendix E. The analyses of the data collected during testing can be found within Appendix E and are summarized within Table 2 below.


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Table 2: Summary of Pumping Test Results

Parameter Units Location

TW1 TW2 TW3 TW4 Well Depth mbgs 24.4 30.5 18.3 27.4

Casing Stick-Up m 0.5 0.5 0.5 0.5

Pump Depth mbTOC 23 29 17 26

Pumping Rate L/min 30.3 30.3 30.3 30.3

Pumping Duration min 360 360 360 360

Static Water Level mbTOC -2.65 (F) 0.06 < 0 (F) -1.10 (F)

Available Drawdown m 27 30 >19 28

Maximum Drawdown m <2.65* 0.87 0.87 2.43 Percent Drawdown % <10 3 <4 9

90% Recovery Time min No Value 1.75 80 2

Average Transmissivity m2/s No Value 1.6 X 10-3 8.8 X 10-4 4.5 X 10-4

m2/d No Value 2.3 1.3 0.64 Notes: * – No measurable drawdown was observed F – Indicates the presence of flowing artesian conditions

As seen in Table 2, the 6-hour pumping test conducted at TW1 did not result in a measurable drawdown response to pumping. Flowing artesian conditions were observed prior to the start of pumping and were observed throughout the duration of the test. As a result, the collected data could not be analyzed to determine aquifer properties. The aquifer test results indicate that test wells TW1, TW2, TW3 and TW4 produced well over the minimum required volume of water for a 4-bedroom residence (18.75 L/min, 6,750 L/day) with sustained pumping rates well above peak water demand rates as per Procedure D-5-5. No drawdown was recorded at test well TW1, while TW2 and TW4 exhibited 90% recovery within 2 minutes of pump shut off. Test well TW3 recovered to 90% within 80 minutes. Consequently, all test wells demonstrated recovery rates well within acceptable parameters without evidence of aquifer mining. All observation wells monitored showed no appreciable change in static water levels in response to pumping of other site wells. The average transmissivity values obtained for the test wells ranged between 0.64 and 2.3 m2/d, indicating highly transmissive aquifer conditions with potential yield in excess of requirements for the proposed development.

Based on the results of the aquifer testing program the long-term sustainability of the site bedrock aquifer is considered acceptable for the proposed residential development. Further, the testing that was completed at a minimum 30.3 L/min (i.e. over 10,000 L pumped in 6 hours) indicates more than adequate yield for most small-scale commercial development uses. In the event that large scale water takings (>50,000 L pumped in one day) are deemed necessary, a more detailed assessment would be required from the proponent during the MOECC Permit To Take Water


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(PTTW) application process. Details on recommended well design and construction for future water supply wells throughout the proposed subdivision are included within Section 3.2 below. 2.6 WATER QUALITY Overburden Unit Based on the available information, there is no potential for the construction of suitable water supply wells within the on-site overburden unit. Therefore, no samples were collected for drinking water parameter analysis. However, a sample was collected from overburden test well TW7 on December 9, 2014 for nitrate species parameters. TW7 is located on Block 21, a proposed commercial lot located immediately adjacent to the existing golf course and the previous location of additional holes/fairways from the golf course. The analytical results suggested that nitrate and nitrite parameter concentrations were below the laboratory detection limits, while ammonia and TKN were measured at relatively low concentrations. Based on the low ammonia concentration, the TKN concentration is inferred to be predominantly composed of organic nitrogen, whose source is inferred to be typically naturally occurring in the form of plant residue and compost (Freeze and Cherry, 1979). Furthermore, there is no evidence to suggest that groundwater within the on-site shallow overburden unit has been adversely impacted from the activities associated with the adjacent golf course or previous property use as a golf course. Bedrock Aquifer Groundwater samples were collected by WESA at test wells TW1 to TW4 in conjunction with the aquifer testing program on October 16 and 17, 2014 to characterize local and site bedrock groundwater quality conditions. Additional samples were collected from two water supply wells located within the adjacent Heron Lake Estates subdivision on December 9, 2014. Samples were submitted for laboratory analysis as described in Section 1.2.4. All well water quality sampling results are provided in Table 3 (General Chemistry and Metals) and Table 4 (Pesticides and Herbicides) and are compared against the standards and objectives for applicable parameters listed in Procedure D-5-5, the Ontario Drinking Water Standards (ODWS, June 2003, revised 2006), and the maximum reasonably treatable concentrations (as outlined in Procedure D-5-5) for each water quality parameter analysed, where available. Laboratory certificates of analyses for sampling completed in 2014 are provided in Appendix F. Well water quality sampling data from Paterson, 2009b is included in Table 3 for assessment of any potential change in well water quality over the past five years.


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A review of the analytical data summarized in Tables 3 indicate similar water quality between the 2009 and 2014 well water sampling event dates. Most parameters analysed in 2014 were found at levels below the acceptable Procedure D-5-5 objective and the ODWS standard during both rounds (3-hour and 6-hour marks during pump testing) of groundwater sampling. Most tested parameters showed a slight decrease in concentration levels (i.e. an improvement in water quality) from the initial sampling at 3-hours of pumping to the subsequent sampling after 6-hours of pumping. This observation is attributed to the wells not having been actively pumped in nearly five years and an additional extended period of pumping may result in further improvement in well water quality. In some cases, the 2014 sampling results exceed MOECC Procedure D-5-5 objectives, but are within the ‘maximum reasonably treatable concentrations’ as outlined in MOECC Procedure D-5-5. A discussion of specific water quality parameters identified at levels exceeding the comparison standards is provided as follows. Hardness Hardness is an aesthetic water quality parameter. The hardness levels obtained for all test wells on the proposed development property and two existing water supply wells tested for the Heron Lake Estates subdivision exhibited hardness concentrations greater that the ODWS operational guideline of 100 mg/L, but are less than the Procedure D-5-5 objective of 500 mg/L. Observed hardness values for test well samples collected in 2014 ranged from 250 mg/L at TW4 to 360 mg/L at TW2. Hardness concentrations obtained for the wells tested within Heron Lake Estates also fall within this range. Elevated hardness at these measured concentrations can be easily addressed through conventional water softener/conditioner treatment to prevent scaling of plumbing fixtures. A separate ‘untreated’ water line is recommended for water used for consumption since a water softener using sodium chloride brine will boost sodium levels in the water supply. Microbiological Parameters The 2014 groundwater quality results associated with test well TW1 indicate the ODWS standard of 0 ct/100 ml was exceeded for the 3 hour sample (13 ct/100 mL) and the 6 hour sample (1 ct/100 mL). The water quality sampling data from Paterson, 2009b reports 0 ct/mL at this time. As noted previously in this report, TW1 has artesian flow conditions and at a pumping rate of 30.3 L/min for six hours the well continued to have artesian flow. Although each well was shock chlorinated prior to aquifer testing and sample collection, the strong artesian flow conditions at TW1 did not permit the maintenance of a chlorine residual in this well for any length of time. It is concluded based on satisfactory results from other test wells and historical results for TW1 that a potable supply can be constructed. If TW1 cannot be properly shock chlorinated and/or if further pumping of the well does not produce an acceptable


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microbiological sampling result, the well should be sealed and abandoned and an alternate well supply be constructed. Total Dissolved Solids (TDS) Test well TW2 was the only well location to exceed the ODWS standard of 500 mg/L for total dissolved solids (TDS). TDS levels of 554 mg/L after 3 hours of pumping and 518 mg/L after 6 hours of pumping were obtained. TDS is an aesthetic objective (i.e. not health-related) and is of concern regarding potential corrosion of plumbing fixtures at levels above 500 mg/L and can be an indicator of ‘mineralized’ water. The term “total dissolved solids” refers mainly to the inorganic substances dissolved in water, the principal constituents being chloride, sulphate, calcium, magnesium and bicarbonates. At TW2, concentrations of each of these parameters were marginally elevated but still well below their respective ODWS standards. When compared to the TDS results associated with other on-site test wells, as well as adjacent water supply wells, the results for TW2 indicate that groundwater below 27 m bgs is potentially susceptible to elevated TDS concentrations. Of note, the measured TDS for TW2 decreased by 36 mg/L over 3 hours and further pumping may reduce the level below the ODWS standard. Iron Slightly elevated iron concentrations were measured above the applicable ODWS criteria at all test well and adjacent water supply wells, with the exception of TW4. Iron is an esthetic (not a health-related) parameter and at the measured concentrations (<1 mg/L), can be readily treated in conjunction with hardness through the use of conventional water softeners or treated on its own through various commercially available iron removal system, as stated within MOECC Procedure D-5-5. Turbidity Lab turbidity was measured at concentrations greater than the applicable ODWS aesthetic objective of 5 NTU at test wells TW2 and TW3 as well as at both water supply wells from the adjacent Heron Lake Estates subdivision. Field turbidity was measured at above 5 NTU only at test well TW2. As per MOECC Procedure D-5-5, elevated turbidity can represent an indicator of poor well construction. Although turbidity is not a health-related parameter in itself, particular attention should be given to bacteriological parameters where elevated turbidity is present. There were no ODWS criteria exceedances for bacteriological parameters measured at TW2, TW3 or both water supply wells which had elevated turbidity. Turbidity levels measured at test wells TW2 and TW3 were observed to decrease as pumping continued, most notably at TW2, to concentrations marginally exceeding the applicable criteria. The discrepancy between laboratory and field turbidity values is attributed to iron precipitation in laboratory samples after sample


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collection. As indicated previously, iron was identified at levels exceeding the comparison standards for all sample location with the exception of TW4. Summary The results from the groundwater supply assessment for the proposed subdivision development indicate that well water supplies with acceptable water quantity and water quality can be obtained for the residences and commercial properties in the proposed development. The only observed water quality issues are of an operational or aesthetic nature related to hardness, TDS, iron (marginal) and turbidity (marginal). The hardness and iron issues can be addressed as needed through the installation of conventional water softeners (or manganese greensand filters where only iron is an issue). The removal of iron through treatment will result in reduced turbidity levels in water supplied to the end user. To reduce concerns related to slightly elevated TDS concentrations, water supply wells are recommended to be constructed no deeper than 27 m bgs. Water quality analytical results for the wells that have been tested are not considered indicative of GUDI (groundwater under direct influence of surface water) well conditions. This conclusion is supported by the strong artesian bedrock aquifer conditions that suggest no hydraulic connection between the bedrock aquifer and the Jock River located several metres lower in elevation compared to the proposed development property. 3.0 DESIGN RECOMMENDATIONS The following sections outline recommendations for well and septic system design for the proposed development. It is the purpose of this report to assess development feasibility at the proposed density. Recommendations are based on proposed four-bedroom homes privately serviced by individual wells and Class 4 type sewage systems. A discussion of recommended procedures for well and septic system construction is also included. 3.1 LOT SIZE AND DRAINAGE The proposed development involves the subdivision of approximately 22 hectares (Ha) into 16 residential lots and 5 commercial lots with a minimum lot size of 0.8 Ha (Figure 2). The average lot size for the proposed development is on the order of 0.95 hectares. Drainage has not been identified as a key concern for the proposed development given site relief and natural drainage towards the Jock River. Shallow water levels measured within the overburden wells TW5 to TW7 suggest a perched or seasonally perched water table within the shallow overburden


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unit. Drainage improvements along access roadways should further reduce any impacts on residence, septic system and well placement due to seasonal high water table conditions. The proposed residential lot sizes are considered sufficient for a privately serviced 4-bedroom residence with a conventional fully raised leaching bed sewage system, which is typically designed for a hydraulic loading of up to 3000 L/d. The proposed commercial lots are considered sufficient for septic systems where maximum design hydraulic loadings are no greater than 4,500 L/d and where the wastewater produced from the establishment consists solely of sewage of domestic use origin. 3.2 WELL DESIGN The construction of water supply wells must, as a minimum, comply with the specifications of Ontario Reg. 903 (and subsequent amendments), and municipal requirements, if any. Based on the results from the hydrogeological investigation described within Sections 2.1 to 2.5 above, the limestone bedrock aquifer is characterized by suitable quantity and quality for the construction of water supply wells throughout the proposed subdivision at depths of up to approximately 27 m bgs. However, it should be noted that flowing artesian well conditions are expected to occur throughout the site. In order to meet the applicable regulatory requirements described within O.Reg 903, it is recommended that flowing packer systems be installed within each well. The purpose of these systems is to prevent the occurrence of uncontrolled flow discharging above the top of the well casing to the ground surface, which may compromise the integrity of the well. Conventional flowing packers can be lowered into the well casing upon well completion and are typically installed above the pitless adaptor, which should be installed below the frost line at a minimum of 1.5 m bgs. Where bedrock is encountered at depths above 1.5 m bgs, it may be necessary to import additional fill to attain the necessary depth for the pitless adaptor and discharge line alternatively to trenching bedrock from the well to the residence. Figure 6 shows a typical recommended well design with a conventional flowing well packer system. An example brochure of a flowing packer system that would be suitable for use within the proposed subdivision is included as Appendix G. The annular space between the well casing and the drilled hole should be sealed with high early strength cement grout, prepared with 4% bentonite. The objective of the procedure is to prevent contamination of the bedrock aquifer via infiltration through the well annular space. Further to this, Ontario Reg. 903 (as amended by O.Reg. 128/03) now requires the well contractor to install a suitable sealant around the base of the well casing where it intersects the bedrock. The following recommendations provide additional measures to ensure a water supply well is protected from surface derived contaminants:


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a. A 25.4 cm (10 in.) diameter hole should be drilled through the overburden and at least 1 m (3.3 ft.) into competent (i.e. un-weathered) bedrock.

b. New steel casing, 15.3 cm (6 in.) in diameter, should be installed in the drilled hole. Casing must be a minimum of 6 m in length.

c. Ontario Reg. 903 well placement requirements and grouting procedures should be followed to ensure that surface derived contaminants cannot enter the well.

d. When the grout has set (24 hours for quick set cement, 72 hours for a regular cement), drilling can continue until a suitable water supply is obtained. The cement must be dry before drilling is continued. Disturbance of partially set grout can either cause fractures to form in the grout, or separation between the grout and the bounding materials. This could create a pathway for contamination between the overburden and the bedrock aquifer.

e. Wells should be completed with a vented well cap and pitless adaptor, and casing must extend at least 40 cm (16 inches) above ground surface.

It is recommended that newly constructed wells be pumped for a minimum of 12 hours after construction to ensure adequate well development and to reduce groundwater turbidity to acceptable levels before connection to the residences plumbing system. The installation of conventional groundwater heat pumps is potentially feasible within the proposed subdivision based on the available flow information and assessed aquifer transmissivity. Any open loop system design would need to accommodate the artesian flow conditions on site which can be problematic with freezing during winter months. Based on the available information collected throughout the hydrogeological investigation, it is recommended that on-site test well TW1 be abandoned due to potential deficiencies in well integrity and well maintenance, which likely resulted in some water quality degradation over time as noted within Section 2.5. It is not recommended that these test wells be re-purposed as water supply wells for residences within the proposed subdivision. Furthermore, shallow overburden test wells TW5 to TW7 should also be abandoned. The well abandonments should be carried out in accordance with O. Reg. 903 by an MOECC licenced well contractor.

3.3 SEPTIC SYSTEM DESIGN Class 4 sewage systems should be constructed on each lot according to the Ontario Building Code (2012). The Code and Guide for Sewage Systems stipulates that a separation of 0.9 m (2.85 ft.) must exist between the bottom of the absorption trenches or filter surface and any underlying impermeable material and/or the highest seasonal water table. Consequently, a terrain unit characterized by a minimum overburden material thickness of 1.5 m with suitable permeability


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and percolation times that is not intersected by the highest seasonal water table is required for the construction of in-ground septic beds. Based on the general requirements discussed above, fully raised tile beds are necessary for all lots situated within the fine sand/silt over bedrock (SM/BR) and clayey silty sand over bedrock (SC/BR) terrain units as the required soil thickness is not available for in-ground beds and perched groundwater levels shallower than 1.5 m bgs were observed within the overburden test wells. In-ground or partially raised beds may be constructed for lots which are located within the clayey silty sand (SC) terrain unit based on generally acceptable percolation times, soil thickness and overburden groundwater levels. However, spring (high flow) water table data would need to be collected since it is possible that the water table may rise to less than 1.5 mbgs in these areas following the spring freshet or heavy rainfall events. Furthermore, percolation tests on individual lots to assess their suitability would also be required in conjunction with a lot-specific engineered design before construction approvals can be obtained. Fully raised tile bed construction is shown for all lots on the Lot Development Plan on Figure 7 to show that all lots are adequate in size to permit this type of tile bed design. The construction of these beds will require the use of imported fill with a percolation time of 10 min/cm. Note: a 10 minute/cm percolation time is used so that the clearances to structures data in table 8.2.1.6B of the 2012 OBC can be used. If a T time of less than 10 minutes is used, then the distances must be increased. In order to meet the OBC requirements, the distribution pipes must be 0.9 metres above the highest expected water table level, it may be necessary to import additional fill to attain the necessary elevation for the distribution lines.

The topsoil over the tile bed area must be stripped away and the fill should be placed over the bedrock or unacceptable soil such that a minimum of 0.9 metres separates the bottom of the absorption trenches and the bedrock or unacceptable soil surface. A minimum thickness of 0.3 metres of stone must be used for the absorption trench which is overlain by a minimum 0.3 m of additional sand fill. The total height of the leaching bed mound will be 1.5 metres from the bedrock, unacceptable soil surface, and water table. The side slopes of the leaching bed mound will be shaped to shed water and the slope shall not be greater than one unit vertically to 4 units horizontally. In locations where an acceptable unsaturated topsoil is less than 0.25 metres thick, fill will be required to ensure that an unsaturated mantle 0.25 metres thick extends for 15 metres down gradient from the outer distribution pipe. The Building Code states that the minimum total length of distribution pipe is determined by the following formula:


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L = QT 200

where: L = total length of distribution pipe (m) Q = total daily design sanitary sewage flow (L) T = the design percolation time (min/cm)

The design sanitary sewage flow for a four-bedroom dwelling in the proposed subdivision development is assumed to be 3000 L/d, which is 1000 L/d more than the value listed in the 2012 Ontario Building Code and will allow for additional plumbing fixtures to be used. Based on the above equation, the minimum total length of distribution pipe for a raised bed with an imported fill T time of 10 minutes/cm is 150 metres. The approximate footprint of the leaching bed lateral pipes, based on design regulations in the Ontario Building Code and a total distribution pipe length of 150 m, is 240 m2 (i.e. 10 lengths of 15 m). The approximate footprint of a fully raised leaching bed with 1:4 side slopes and mantle is 1000 m2. For the purposes of this investigation, the maximum daily sanitary sewage flow associated with the proposed commercial lots is set at 4,500 L/day. This flow rate is considered adequate for most potential commercial operations that may be proposed for these lots. A calculation made based on a conventional fully raised system design (formula provided previously) indicates that the minimum total length of distribution pipe for a raised bed with an imported fill T time of 10 minutes/cm and a maximum daily flow rate of 4,500 L/d is 225 metres. The approximate footprint of the leaching bed lateral pipes, based on design regulations in the Ontario Building Code and a total distribution pipe length of 225 m, is 360 m2 (i.e. 12 lengths of 18.75 m). The approximate footprint of a fully raised leaching bed with 1:4 side slopes and mantle is 1200 m2. Wherever possible, leaching beds should be located down gradient from any nearby wells or surface water bodies. Site specific percolation tests will be required for installation of partially raised or in-ground leaching bed systems. For most municipalities, an engineer approved design is required for any system design other than a fully raised tile bed system. The Building Code stipulates minimum clearances for in-ground and raised tile beds. Table 5 gives clearances for the various types of beds that may be constructed within the proposed subdivision.


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Table 5: Tile Bed Clearances

Surface Feature Minimum Clearance (m)

In-ground Partially Raised Fully Raised Water supply well with a watertight casing to a depth of 6 m

15 16.5 18

Any other water supply well (including dug wells)

30 31.5 33

Surface water body 15 16.5 18 Structures 5 7.5 8 Lot boundaries 3 4.5 6

The attached lot development plan (Figure 7) has been produced with a fully raised tile bed design, showing that fully raised beds (i.e. the bed design with the largest space requirements) with capacity of 3000 litres/day can be constructed on each residential lot and 4500 litres/day systems can be constructed on each commercial lot. Please note that this plan does not preclude the installation of partially raised beds, in-ground beds or small footprint systems if appropriate site conditions exist. Any septic system design other than a conventional fully raised bed system must be determined on a lot by lot basis and in conjunction with any additional approval requirements from local inspectors. With respect to the commercial lots it is a recommendation that systems with tertiary treatment be required, providing the benefit of a smaller septic system footprint while being protective any potential impacts to the Jock River. The proposed location of water supply wells and septic systems is based on assumed residence locations. WESA recognizes that the final placement of water supply wells and septic systems will depend on the location of each residence and will be adjusted accordingly. It is important to ensure that septic systems are placed at appropriate distances from the surface features listed in Table 5, and down gradient of domestic water supply wells. 4.0 IMPACT ASSESSMENT FOR SUBSURFACE SEWAGE The MOECC requires that an impact assessment be performed for proposed developments that are to be serviced by individual subsurface sewage systems in non-designated areas. The purpose of this study is to protect the environment and public health by ensuring that the development utilizing subsurface sewage systems proceeds at a density and scale that will not result in, or cause degradation of, groundwater resources in exceedance of acceptable limits (MOECC, 1995). The following impact assessment is based on the site specific physical setting of the site as outlined in this report and the hydrogeological investigation performed. This impact assessment is based on the MOECC’s Procedure D-5-4: “Technical Guideline for Individual On-Site Sewage Systems: Water Quality Impact Risk Assessment (last revision August 1996)” (MOECC, 1995).


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4.1 GENERAL EVALUATION The subject property associated with the proposed subdivision is located on Part of Lots 7 and 8, Concessions IV, former Township of Goulbourn, now the City of Ottawa, Ontario (Figure 1). No municipal water or sewage systems are available or planned for this area. The proposed development complies with Ontario Regulation 358 in that holding tanks will not be used to store sewage. Recommendations pertaining to individual sewage system design based on the Building Code have been previously discussed in Section 3.0 of this report.

Background nitrate-nitrogen levels in groundwater were determined from groundwater samples collected in fall of 2014 from overburden test well TW7, as well as bedrock test wells TW1 to TW4, which are each located on the proposed development. The analytical results indicated that nitrate concentrations were below laboratory detection limits (<0.01 mg/L) for all sampling locations, which is well below the Ontario Drinking Water Standards (ODWS) maximum allowable concentration of 10 mg/L. All other nitrogen forms (inorganic ammonia and nitrite, and organic total Kjeldahl nitrogen) were also non-detect or detected at low levels well below the ODWS standards prescribed. Nitrate concentrations measured within the active domestic water supply wells located within the adjacent Heron Lake Estates subdivision were also below laboratory detection limits. Since the adjacent subdivision is characterized with comparable development density and anticipated well construction as the proposed Riverbend subdivision, nitrogen impacts are not anticipated to be of notable concern for the proposed new development as it relates to drinking water quality. It is thought that the low levels of nitrogen compounds detected result from small amounts of naturally-occurring organic material present in the groundwater. Based on the results of the Mississippi Valley Source Protection Area Highly Vulnerable Aquifer (HVA) mapping study (Golder, 2003), the site is situated within the area identified as being associated with a highly vulnerable aquifer on a regional scale. However, the results of the hydrogeological assessment presented herein indicate the proposed development site is not located in a hydrogeologically sensitive area. There were no notable exposures of fractured bedrock observed across the site. The overburden material is not considered highly permeable (generally clayey/silty fine sands). Although soil cover thickness was observed to be highly variable (between 0.6 and 3.4 m thick), it is inferred that the bedrock surface and upper bedrock unit represent a hydraulic boundary isolating the perched groundwater within the overburden material from the bedrock water supply aquifer. This determination is supported by the strong upward vertical groundwater flow gradient and confining aquifer conditions which have been identified as protective of the bedrock aquifer in this site assessment.


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At least 2.0 m of native overburden materials containing some clay (Figure 5) was observed for those proposed lots in closest proximity and/or adjacent to the Jock River (Blocks 19 to 21 and Lots 8 to 10). These soil conditions are considered acceptable in mitigating any potential input to the Jock River from the onsite sewage systems. The Riverbend Golf Course is an active golf course, located adjacent to the proposed subdivision, represents a potential source of nitrate or nitrogen due to the potential use of fertilizers. However, based on the low background nitrate-nitrogen levels identified within the groundwater samples and the hydrogeological characteristics of the subject property, groundwater at the site is not believed to be susceptible to contamination. 4.2 THREE STEP ASSESSMENT PROCESS As per Procedure D-5-4 every proposed development involving individual on-site sewage systems requires an assessment of the groundwater impact potential to ensure that the combined effluent discharges from all the individual on-site sewage systems in a development will have a minimal effect on the groundwater and the present or potential use of the adjacent property. For the purposes of the assessment, the ODWS of 10 mg/L for nitrate as nitrogen is used as an indicator of groundwater impact potential. The assessment involves a three step process, with the need to advance to the next step dependent upon on the conditions defined in the previous step.


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Step One: Lot Size Considerations The average lot size for the proposed development is on the order of 0.95 hectares, with a minimum lot size of 0.8 Ha. As previously discussed in Section 4.1, the site is not considered hydrogeologically sensitive. However, based on the average size of the lots, system isolation considerations should be evaluated based on the requirements of Procedure D-5-4. As discussed in Section 3.3, the lot development plan recommends that leaching beds be located down gradient of adjacent wells and property boundaries and that the separation distance between individual on-site systems be maximized in order to optimize the attenuative capabilities of each lot. Step Two: System Isolation Considerations Based on findings from the drilling and excavation program, the most probable groundwater receiver for sewage effluent is considered to be limited to the shallow overburden deposits. The overburden material is not considered highly permeable (generally clayey/silty fine sands) and there were no notable exposures of fractured bedrock observed across the site. Although soil cover was observed to be highly variable (between 0.6 and 3.4 m thick), it is inferred that the bedrock surface and/or upper bedrock unit represents a sufficient hydraulic boundary isolating the perched groundwater within the overburden material from the deep bedrock water supply aquifer. This determination is supported by the relatively strong upward vertical gradients and confining aquifer conditions identified by the measured baseline water levels. The lower hydraulic or physical boundary of the groundwater receiving the sewage effluent is considered to be the upper bedrock surface or upper metre of the bedrock unit, which is encountered at depths ranging between 0.6 and 3.4 m bgs. As discussed in Section 2.4.1 and 2.4.2, major water bearing zones were generally encountered on a regional scale (based on MOE well records) at depths between 10 and 45 m bgs, and on a local scale (based on the on-site drilling program) between 15 and 28 m bgs, which suggests that the uppermost water supply aquifer boundary is expected to be found between approximately 10 and 20 m bgs. There is no evidence to suggest that that the upper bedrock zone is significantly fractured or represents a potential water supply aquifer. Based on the above observations, the proposed groundwater resource will be separated from the Class 4 sewage systems by at least 10 to 20 m of competent bedrock. Sewage effluent is considered to be hydrogeologically isolated from the existing supply aquifer based on the reasons outlined above. The higher static pressure within the bedrock aquifer compared to the overburden water table at the site is considered protective of any downward migration of


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potential impacts derived near surface. Therefore, the deep bedrock aquifer that will be intersected by future water supply wells, as recommended within Section 3.2, is not considered to be notably sensitive. This conclusion is corroborated by the absence of nitrate impacts observed within the water quality results associated with existing water supply wells sampled as part of this investigation and located within the adjacent Heron Lake Estates subdivision, which is characterized with a comparable development and well density as the proposed Riverbend subdivision. The Jock River represents a potential surface water receptor in some areas of the proposed subdivision, however leaching beds are to be located at a sufficient distance (>18 metres) away as per Table 5 and the applicable regulations. This will ensure that sewage effluent does not enter the watercourse with nitrate-nitrogen concentrations greater than 10 mg/L. In addition, it is recommended that leaching beds be located down gradient of adjacent wells and that the separation distance between individual on-site systems be maximized in order to optimize the attenuative capabilities of each site. Assuming the recommendations made herein are followed in conjunction with meeting the applicable guidelines and regulations (O. Regs. 358 and 903), the potential for notable adverse impacts, as defined as nitrate concentrations in exceedance of 10 mg/L, to the Jock River as a result of the proposed septic system operations is low. Therefore, it is WESA’s professional opinion that the requirements of step two of the assessment process described within Procedure D-5-4 are met and Step 3 of the assessment is not required. With respect to the commercial lots it is a report recommendation that systems with tertiary treatment be required, providing the benefit of a smaller septic system footprint while being protective any potential impacts to the Jock River. Based on the findings of this groundwater impact assessment it is our opinion that the sewage effluent from the proposed onsite septic systems is hydrogeologically isolated from the water supply aquifer utilized by onsite and adjacent water supply wells. 5.0 SUMMARY AND CONCLUSIONS A terrain analysis and hydrogeological investigation was completed for the proposed Riverbend Mixed Use Subdivision located on Part of Lots 7 and 8, Concessions IV, former Township of Goulbourn, now the City of Ottawa, Ontario (Figures 1 and 2). The purpose of the study was to assess the suitability of the property for development of 16 residential and 5 commercial lots to be individually serviced. Information was gathered through a combination of background research and onsite investigations.


Page 28 WESA

The on-site overburden material was characterized throughout the site based on the background data review as well as on-site drilling and excavation programs completed by Paterson in 2009 (Paterson, 2009b) and by WESA in 2014. The overburden thickness was determined to be variable across the site and ranging between 0.6 and 3.4 metres, while the overburden material was generally classified as fine sand/silt or clayey silty sand. The resulting information was compiled to reveal three major terrain units for the proposed subdivision property. These consisted of a fine sand/silt over bedrock (SM/BR) unit; a clayey silty sand (SC) unit; and clayey silty sand over bedrock (SC/BR) unit.

Four bedrock test wells were drilled by Paterson in 2009 and were constructed similarly to water supply wells located in the adjacent existing subdivision based on the available MOECC well records. WESA conducted 6-hour pumping tests at 8 USGPM on all four test wells, in conjunction with groundwater sample collection. The results revealed that the water quantity and quality associated with the bedrock aquifer encountered at depths of up to 27 metres below ground surface (m bgs) is suitable to be used for residential and/or small scale commercial drinking water supply. It is recommended that all newly constructed wells for the proposed subdivision be constructed as indicated within Figure 6. The use of flowing packers (such as the Well Buster) is recommended where flowing artesian well conditions are observed in order to satisfy the requirements of O.Reg. 903. Furthermore, it is recommended that newly constructed wells be pumped for a minimum of 12 hours after construction to ensure adequate well development and to reduce groundwater turbidity to acceptable levels before connection to the residences plumbing system. In the event that test well TW1 cannot be properly shock chlorinated and/or if further pumping of the well does not produce an acceptable microbiological sampling result, it is recommended that test well TW1 not be re-purposed as water supply wells for residences within the proposed subdivision and that TW1 be sealed and abandoned in accordance with O. Reg. 903 and a replacement well be constructed for supply. Several recommendations for private services, including well design and sewage systems, have been included in this report. These recommendations are based on the Ontario Building Code (2012) and all applicable regulations, guidelines, policies, and procedures, as well as results of the field investigations. A groundwater impact assessment was performed for the site, based on MOECC Procedure D-5-4. The results of this assessment indicate that there will be no adverse impact to the groundwater resource on property or off property with the proposed private sewage system servicing of the development.


Page 29 WESA

In conclusion, the results of the terrain analysis and hydrogeological investigation indicate the property is potentially suitable for development at the proposed density, provided the recommendations in this report are adhered to. Respectfully submitted, Mathieu Klein, B.Sc. Robert Hillier, B.Sc. P.Geo. Environmental Scientist Project Hydrogeologist


Page 30 WESA

6.0 REFERENCES Ontario Geological Survey (OGS) 2010. Surficial geology of southern Ontario; Ontario

Geological Survey, Miscellaneous Release—Data 128 – Revised. Ontario Geological Survey (OGS) 2014. Ambient groundwater geochemistry data for southern

Ontario, 2007–2014; Ontario Geological Survey, Miscellaneous Release - Data 283 Revised. Chapman, L.J. and Putnam, D.F. 2007. Physiography of southern Ontario; Ontario Geological

Survey, Miscellaneous Release--Data 228. Geological Survey of Canada (GSC), 1979, 1:50,000 Generalized Bedrock Geology, Ottawa –

Hull, Map 1508A, scale 1:125,000. Golder Associates, 2003. Aquifer Vulnerability, Renfre-Mississippi-Rideau Regional Groundwater

Study. MOE Stormwater Mangement Planning and Design Manual, March 2003. MOEE (Ontario Ministry of Environment and Energy), 1995 Hydrogeological Technical

Information Requirements for Land Development Applications, April 1995 (procedures D-5-4 and D-5-5 last revised August, 1996).

MOE, 1992, Technical Guideline for Assessing the Potential for Groundwater Impact at

Developments Serviced by Individual Sub-Surface Sewage Systems in Non-Designated Areas, July 1992.

MOE, 1982, Manual of Policy, Procedures, and Guidelines for Onsite Sewage Systems. MOE (Ontario Ministry of the Environment). June 2003, Revised June 2006. Technical Support

Document for Ontario Drinking Water Standards, Objectives and Guidelines. Ontario Regulation 903, 1990. Wells (under the Ontario Water Resources Act). Ontario Building Code, Code and Guide for Sewage Systems, 2006. Paterson Group Inc. (Paterson), 2009(a). Phase I Environmental Site Assessment – 8089

Franktown Road, Part of Lots 7 & 8, Concession 4, Ottawa (Goulbourn), Ontario Paterson Group Inc. (Paterson), 2009(b). Terrain Analysis and Hydrogeological Study – Proposed

Residential Subdivision, 8089 Franktown Road, Part of Lots 7 & 8, Concession 4, Ottawa (Goulbourn), Ontario.Road, Part of Lots 7 & 8, Concession 4, Ottawa (Goulbourn), Ontario.

Table 3: Water Quality Analysis Results - General ParametersProposed Riverbend SubdivisionC-B12835-00-00

TW1‐WS14 TW1‐WS24 TW1‐3H TW1‐6H TW1 TW2‐WS14 TW2‐WS24 TW2‐3H TW2‐6H TW3‐WS14 TW3‐WS24 TW3‐3H TW3‐6H25‐Sep‐09 25‐Sep‐09 16‐Oct‐14 16‐Oct‐14 7‐Nov‐14 21‐Oct‐09 21‐Oct‐09 16‐Oct‐14 16‐Oct‐14 20‐Oct‐09 20‐Oct‐09 17‐Oct‐14 17‐Oct‐14

Microbiological ParametersE. Coli ct/100 mL N/A 0 ct/100 mL MAC ‐ 0 0 0 0 ‐ 0 0 0 0 0 0 0 0Faecal Coliforms ct/100 mL N/A ‐ ‐ ‐ 0 0 0 0 ‐ 0 0 0 0 0 0 0 0Faecal Streptococcus ct/100 mL N/A ‐ ‐ ‐ 0 0 0 0 ‐ 0 0 0 0 0 0 0 21Total Coliforms ct/100 mL N/A 0 ct/100 mL MAC ‐ 0 0 13 1 ‐ 0 0 0 0 0 0 0 0Background ct/100 mL N/A ‐ ‐ ‐ ‐ ‐ 1 0 ‐ ‐ ‐ 70 8 ‐ ‐ 1 800Heterotrophic Plate Count ct/1 ml N/A ‐ ‐ ‐ 4 1 1 0 ‐ 0 0 540 1600 2 1 0 11General Inorganics ‐Alkalinity, total mg/L 5 500 mg/L OG ‐ 256 257 260 260 ‐ 268 267 260 260 266 265 260 260Ammonia as N mg/L 0.02 ‐ ‐ ‐ 0.11 0.1 0.16 0.15 ‐ 0.08 0.08 0.13 0.14 0.09 0.1 0.12 0.13Colour TCU 2 5 TCU AO 7 TCU 2 2 <2 <2 ‐ 3 4 <2 <2 <2 <2 <2 <2Conductivity uS/cm 5 ‐ ‐ ‐ 637 639 650 640 ‐ 798 794 830 820 722 719 730 730DOC mg/L 0.5 5 mg/L AO 10.0 mg/L 2.1 2 1.6 1.6 ‐ 1.4 1.6 1.1 1.1 1.7 1.6 1.4 1.3Hardness mg/L 1 80 ‐ 100 OG ‐ 273 282 300 300 ‐ 347 365 360 360 346 317 300 330Ion balance % Differ. N/A ‐ ‐ ‐ 0.95 0.91 2.42 2.4 ‐ 0.98 1.03 0.77 1.17 1.04 0.95 3.75 0.18pH pH Units N/A 6.5 ‐ 8.5 ‐ 8.19 8.18 7.99 8.07 ‐ 8.22 8.26 8.01 8.03 8.07 8.07 8.11 8.08Phenols mg/L 0.001 ‐ ‐ ‐ <0.001 <0.001 <0.0010 <0.0010 ‐ <0.001 <0.001 <0.0010 <0.0010 <0.001 <0.001 <0.0010 <0.0010Tannin & Lignin mg/L 0.2 ‐ ‐ ‐ 0.3 0.2 0.3 0.2 ‐ 0.5 0.2 <0.2 <0.2 0.3 0.2 <0.2 <0.2TDS mg/L 10 500 AO ‐ 414 415 380 354 ‐ 519 516 554 518 469 467 404 392TKN mg/L 0.1 ‐ ‐ ‐ 0.28 0.17 0.21 0.22 ‐ <0.10 <0.10 0.22 0.17 <0.10 0.13 0.29 0.29Turbidity NTU 0.2 5 NTU AO ‐ 1.9 1.8 3.8 3.6 ‐ 1.8 1.8 17 7.1 8.8 9.4 8.5 7.6Anions ‐Chloride mg/L 1 250 mg/L AO 250 mg/L 30 30 30 30 ‐ 57 57 73 71 38 38 41 41Fluoride mg/L 0.1 1.5 mg/L MAC ‐ 0.46 0.46 0.41 0.4 ‐ 0.36 0.35 0.3 0.3 0.42 0.42 0.37 0.41Nitrate as N mg/L 0.1 10 mg/L MAC ‐ <0.10 <0.10 <0.10 <0.10 ‐ <0.10 <0.10 <0.10 <0.10 <0.10 <0.10 <0.10 <0.10Nitrite as N mg/L 0.01 1 mg/L MAC ‐ <0.10 <0.10 <0.010 <0.010 ‐ <0.10 <0.10 <0.010 <0.010 <0.10 <0.10 <0.010 <0.010Orthophosphate mg/L 0.01 ‐ ‐ ‐ ‐ ‐ <0.01 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐Sulphide as H2S mg/L 0.01 0.05 mg/L AO ‐ <0.01 <0.01 <0.020 <0.020 ‐ <0.01 <0.01 0.031 <0.020 <0.01 <0.01 <0.020 <0.020Sulphate mg/L 1 500 mg/L AO 500 mg/L 47 46 39 39 ‐ 66 67 63 64 61 62 64 63Metals ‐Calcium mg/L 0.2 ‐ ‐ ‐ 65 62 70 70 ‐ 83 87 86 86 81 74 71 76Iron mg/L 0.1 0.30 mg/L AO 5 or 10 mg/L3 0.25 0.25 0.36 0.34 ‐ 0.42 0.51 0.35 0.49 0.69 0.68 0.59 0.64Magnesium mg/L 0.05 ‐ ‐ ‐ 27 26 31 31 ‐ 34 36 36 36 35 32 30 33Manganese mg/L 0.01 0.05 mg/L AO 1.0 mg/L <0.01 <0.01 0.008 0.008 ‐ 0.01 0.02 0.021 0.02 0.01 0.01 0.011 0.011Mercury mg/L 0.0001 0.001 mg/L MAC ‐ ‐ ‐ ‐ ‐ <0.0010 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐Potassium mg/L 0.2 ‐ ‐ ‐ 5 4 4.8 4.8 ‐ 4 4 4.6 4.6 5 4 3.9 4.3Sodium mg/L 0.1 200 mg/L AO 200 mg/L 24 23 23 24 ‐ 27 27 32 33 22 22 25 27Field Readings ‐Temperature °C N/A N/A N/A ‐ ‐ ‐ 9.17 9.22 ‐ ‐ ‐ 9.32 9.23 ‐ ‐ 9.21 8.95pH unitless N/A N/A N/A ‐ ‐ ‐ 7.82 7.89 ‐ ‐ ‐ 7.03 7.06 ‐ ‐ 545 518Conductivity µS/cm N/A N/A N/A ‐ ‐ ‐ 469 464 ‐ ‐ ‐ 635 638 ‐ ‐ 6.94 6.45DO mg/L N/A N/A N/A ‐ ‐ ‐ 12.68 1.35 ‐ ‐ ‐ 1.35 1.56 ‐ ‐ 1.38 6.08Salinity ppm N/A N/A N/A ‐ ‐ ‐ 0.32 0.32 ‐ ‐ ‐ 0.42 0.42 ‐ ‐ 0.37 0.37Turbidity NTU N/A N/A N/A ‐ ‐ ‐ 1.7 1.39 ‐ ‐ ‐ 12.2 10.5 ‐ ‐ 2.52 1.86Free Chlorine Residual mg/L N/A N/A N/A ‐ ‐ ‐ 0.00 0.00 ‐ ‐ ‐ 0.00 0.00 ‐ ‐ 0.02 0.00

Notes: 1 ‐ Denotes Ontario Drinking‐Water Quality Standards Regulation (O. Reg. 169/03, as amended)2 ‐ Denotes maximum concentration considered reasonably treatable as per Procedure D‐5‐53 ‐ Refer to Procedure D‐5‐5 for concentration limits for various treatment options 4 ‐ Reproduced from (Patterson, 2009b)

RDL ‐ reportable detection limitN/A ‐ not applicableMAC ‐ Maximum Acceptable ConcentrationIMAC ‐ Interim Maximum Acceptable ConcentrationAO ‐ Aesthetic ObjectiveOG ‐ Operational Guideline (for water treatment)

Denotes exceeds respective Ontario Drinking Water Standard ‐ No standard value or parameter not tested

Treatable Limits2

Test Well 2

Sample Date Ontario Drinking Water

Standards1Type of Objective

RDLUnitsParameter CriteriaTest Well 3Test Well 1

Test Wells

Page 1 of 2

Table 3: Water Quality Analysis Results - General ParametersProposed Riverbend SubdivisionC-B12835-00-00

Microbiological ParametersE. Coli ct/100 mL N/A 0 ct/100 mL MAC ‐Faecal Coliforms ct/100 mL N/A ‐ ‐ ‐Faecal Streptococcus ct/100 mL N/A ‐ ‐ ‐Total Coliforms ct/100 mL N/A 0 ct/100 mL MAC ‐Background ct/100 mL N/A ‐ ‐ ‐Heterotrophic Plate Count ct/1 ml N/A ‐ ‐ ‐General InorganicsAlkalinity, total mg/L 5 500 mg/L OG ‐Ammonia as N mg/L 0.02 ‐ ‐ ‐Colour TCU 2 5 TCU AO 7 TCUConductivity uS/cm 5 ‐ ‐ ‐DOC mg/L 0.5 5 mg/L AO 10.0 mg/LHardness mg/L 1 80 ‐ 100 OG ‐Ion balance % Differ. N/A ‐ ‐ ‐pH pH Units N/A 6.5 ‐ 8.5 ‐Phenols mg/L 0.001 ‐ ‐ ‐Tannin & Lignin mg/L 0.2 ‐ ‐ ‐TDS mg/L 10 500 AO ‐TKN mg/L 0.1 ‐ ‐ ‐Turbidity NTU 0.2 5 NTU AO ‐AnionsChloride mg/L 1 250 mg/L AO 250 mg/LFluoride mg/L 0.1 1.5 mg/L MAC ‐Nitrate as N mg/L 0.1 10 mg/L MAC ‐Nitrite as N mg/L 0.01 1 mg/L MAC ‐Orthophosphate mg/L 0.01 ‐Sulphide as H2S mg/L 0.01 0.05 mg/L AO ‐Sulphate mg/L 1 500 mg/L AO 500 mg/LMetalsCalcium mg/L 0.2 ‐ ‐ ‐Iron mg/L 0.1 0.30 mg/L AO 5 or 10 mg/L3

Magnesium mg/L 0.05 ‐ ‐ ‐Manganese mg/L 0.01 0.05 mg/L AO 1.0 mg/LMercury mg/L 0.0001 0.001 mg/L MAC ‐Potassium mg/L 0.2 ‐ ‐ ‐Sodium mg/L 0.1 200 mg/L AO 200 mg/LField ReadingsTemperature °C N/A N/A N/A ‐pH unitless N/A N/A N/A ‐Conductivity µS/cm N/A N/A N/A ‐DO mg/L N/A N/A N/A ‐Salinity ppm N/A N/A N/A ‐Turbidity NTU N/A N/A N/A ‐Free Chlorine Residual mg/L N/A N/A N/A ‐

Notes: 1 ‐ Denotes Ontario Drinking‐Water Quality Standards Regulatio2 ‐ Denotes maximum concentration considered reasonably trea3 ‐ Refer to Procedure D‐5‐5 for concentration limits for various4 ‐ Reproduced from (Patterson, 2009b)


Denotes exceeds respective Ontario Drinking Water Standard ‐ No standard value or parameter not tested

Treatable Limits2

Sample Date Ontario Drinking Water

Standards1Type of Objective

RDLUnitsParameter CriteriaTW 7

TW4‐WS14 TW4‐WS24 TW4‐3H TW4‐6H TW7 1 LAKEWOOD 9 LAKEWOOD21‐Oct‐09 21‐Oct‐09 17‐Oct‐14 17‐Oct‐14 9‐Dec‐14 9‐Dec‐14 9‐Dec‐14

0 0 0 0 ‐ 0 00 0 0 0 ‐ 0 00 0 0 0 ‐ 0 00 0 0 0 0 0 ‐ ‐ 0 1 ‐ 0 01 1 0 0 ‐ 0 0

260 259 260 260 ‐ 270 2800.11 0.12 0.16 0.16 0.32 0.085 0.0572 3 <2 <2 ‐ <2 <2

647 647 660 650 ‐ 750 6302 1.8 1.7 1.6 ‐ 1.2 1.7

279 268 250 270 ‐ 320 3100.97 0.93 6.63 3 ‐ 0.06 1.058.04 7.98 8.14 8.11 ‐ 7.82 7.85

<0.001 <0.001 <0.0010 <0.0010 ‐ <0.0010 <0.00100.1 0.1 0.3 <0.2 ‐ 0.3 0.2421 421 344 346 ‐ 418 3560.26 0.31 0.51 0.29 3.6 0.12 0.172.6 2.6 2.4 3.4 ‐ 7.3 10

30 30 31 31 ‐ 39 240.5 0.46 0.43 0.47 ‐ 0.37 0.32

<0.10 <0.10 <0.10 <0.10 <0.10 <0.10 <0.10<0.10 <0.10 <0.010 <0.010 <0.010 <0.010 <0.010

‐ ‐ ‐ ‐ ‐ ‐ ‐<0.01 <0.01 <0.020 <0.020 ‐ <0.020 0.05647 47 45 46 ‐ 62 34

64 61 58 62 ‐ 77 700.24 0.27 0.25 0.23 ‐ 0.61 0.8229 28 26 28 ‐ 32 32

<0.01 <0.01 0.0099 0.0089 0.013 0.013‐ ‐ ‐ ‐ ‐ ‐ ‐4 4 4.1 4.2 ‐ 3.6 3.426 24 22 25 ‐ 28 13

‐ ‐ 8.66 8.56 ‐ - -‐ ‐ 7.32 6.61 ‐ - -‐ ‐ 456 457 ‐ - -‐ ‐ 3.7 11.5 ‐ - -‐ ‐ 0.32 0.32 ‐ - -‐ ‐ 1.69 1.52 ‐ - -‐ ‐ 0.01 0.00 ‐ - -

Water Supply Wells (Heron Lake Estates Subdivision) Test Well 4

Test Wells

Page 2 of 2

Table 4: Water Quality Analysis Results - Pesticides and HerbicidesProposed Riverbend SubdivisionC-B12835-00-00

Pesticides + Herbicides ParametersDicamba ug/L 1 120 MAC <1Picloram ug/L 5 190 IMAC <52,4‐D (BEE) ug/L 2 100 IMAC <2MCPP ug/L 2 ‐ ‐ <2MCPA ug/L 2 ‐ ‐ <22,4‐DP ug/L 1 ‐ ‐ <12,4‐D ug/L 1 ‐ ‐ <12,4,5‐TP ug/L 1 ‐ ‐ <12,4,5‐T ug/L 1 280 MAC <12,4‐DB ug/L 1 ‐ ‐ <1Aroclor 1016 ug/L 0.05 ‐ ‐ <0.05Aroclor 1221 ug/L 0.05 ‐ ‐ <0.05Aroclor 1232 ug/L 0.05 ‐ ‐ <0.05Aroclor 1242 ug/L 0.05 ‐ ‐ <0.05Aroclor 1248 ug/L 0.05 ‐ ‐ <0.05Aroclor 1254 ug/L 0.05 ‐ ‐ <0.05Aroclor 1260 ug/L 0.05 ‐ ‐ <0.05Hexachloroethane ug/L 0.01 ‐ ‐ <0.01Hexachlorobutadiene ug/L 0.009 ‐ ‐ <0.009Hexachlorocyclopentadiene ug/L 0.02 ‐ ‐ <0.02Hexachlorobenzene ug/L 0.005 ‐ ‐ <0.005Endosulfan I ug/L 0.005 ‐ ‐ <0.005Endosulfan II ug/L 0.005 ‐ ‐ <0.005alpha‐BHC ug/L 0.005 ‐ ‐ <0.005o,p‐DDD ug/L 0.006 ‐ ‐ <0.006Endrin aldehyde ug/L 0.005 ‐ ‐ <0.005p,p‐DDE ug/L 0.006 ‐ ‐ <0.006Dieldrin ug/L 0.006 ‐ ‐ <0.006Endrin ug/L 0.005 ‐ ‐ <0.005beta‐BHC ug/L 0.005 ‐ ‐ <0.005o,p‐DDT ug/L 0.006 ‐ ‐ <0.006p,p‐DDD ug/L 0.006 ‐ ‐ <0.006Endosulfan sulfate ug/L 0.005 ‐ ‐ <0.005p,p‐DDT ug/L 0.006 ‐ ‐ <0.006Methoxychlor ug/L 0.02 900 MAC <0.02Mirex ug/L 0.005 ‐ ‐ <0.005Octachlorostyrene ug/L 0.005 ‐ ‐ <0.005Lindane ug/L 0.006 4 MAC <0.006Endrin ketone ug/L 0.005 ‐ ‐ <0.005delta‐BHC ug/L 0.005 ‐ ‐ <0.005a‐Chlordane ug/L 0.006 ‐ ‐ <0.006g‐Chlordane ug/L 0.006 ‐ ‐ <0.006o,p‐DDE ug/L 0.006 ‐ ‐ <0.006Heptachlor ug/L 0.006 ‐ ‐ <0.006Aldrin ug/L 0.006 ‐ ‐ <0.006Heptachlor epoxide ug/L 0.006 ‐ ‐ <0.006Oxychlordane ug/L 0.006 ‐ ‐ <0.006Total Endosulfan ug/L 0.005 ‐ ‐ <0.005DDT+ Metabolites ug/L 0.006 30 MAC <0.006Heptachlor + Heptachlor epoxide ug/L 0.006 3 MAC <0.006Aldrin + Dieldrin ug/L 0.006 0.7 MAC <0.006Chlordane ug/L 0.006 7 MAC <0.006o,p‐DDD + p,p‐DDD ug/L 0.006 ‐ ‐ <0.006o,p‐DDE + p,p‐DDE ug/L 0.006 ‐ ‐ <0.006o,p‐DDT + p,p‐DDT ug/L 0.006 ‐ ‐ <0.006Total PCB ug/L 0.05 3 IMAC <0.05

Notes: * Denotes Ontario Drinking‐Water Quality Standards Regulation, (O. Reg. 169/03, as amended)


Denotes exceeds respective Ontario Drinking Water Standard‐ No standard value or parameter not tested

7‐Nov‐14

Parameter Units RDL Regulation Test Well 1

Sample Date Ontario Drinking Water Standards*

Type of Objective

PROJECT #

DRAWN FIG NO.

DATE

CHECKED REVCB12835-00-00

CMR2015-02-03

01

CLIENT

PROJECT

TITLE

SITE LOCATION MAP

WESTBORO MORTGAGEINVESTMENTS CORP.

LEGEND

3108 Carp Road PO Box 430Ottawa, Ontario K0A 1L0TEL: (613) 839-3053 FAX: (613) 839-5376Email: [email protected]: http://www.blumetric.ca

REFERENCES

®PROPRIETARY INFORMATION MAY NOT BE REPRODUCED OR DIVULGEDWITHOUT PRIOR WRITTEN CONSENT OF BLUMETRIC ENVIRONMENTAL INC.DO NOT SCALE DRAWING.THIS DRAWING MAY HAVE BEEN REDUCED. ALL SCALE NOTATIONSINDICATED ARE BASED ON 11"x17" FORMAT DRAWINGS.

TERRAIN ANALYSIS ANDHYDROGEOLOGICAL INVESTIGATION -PROPOSED RIVERBEND SUBDIVISION

0 1,000500 Meters

MK 0

BluMetric includes WESA, Seprotech, WESAtech, Envir-Eau, OEL-HydrosSys, WESAtechnologias

WESA, a division of BluMetric Environmental Inc.

REV.1

DESCRIPTION YY/MM/DD BY CHK

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DATE

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IBFebruary 04, 2015

02

CLIENT

PROJECT

TITLE

SITE PLAN

WESTBORO MORTGAGE INVESTMENTS CORP.

LEGEND


REFERENCES

®

PROPRIETARY INFORMATION MAY NOT BE REPRODUCED OR DIVULGEDWITHOUT PRIOR WRITTEN CONSENT OF BLUMETRIC ENVIRONMENTAL INC.DO NOT SCALE DRAWING.THIS DRAWING MAY HAVE BEEN REDUCED. ALL SCALE NOTATIONSINDICATED ARE BASED ON 11"x17" FORMAT DRAWINGS.

TERRAIN ANALYSIS AND HYDROGEOLOGICAL INVESTIGATION - PROPOSED RIVERBEND SUBDIVISION

0 10050 Meters

RH 0



REV.1


@A Test Well Locations

@A Overburden Monitoring Well Locations

"D Test Hole Locations (WESA, 2014)

"D Test Hole Locations (Patterson, 2009b)

Jock River

Downdall Drain

River Buffer 15m

Proposed Lot Size (m²)8011.4

@A

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MOE WELL RECORDS


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REFERENCES

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@A Test Well Locations

@A Overburden Monitoring Well Locations

"D Test Hole Locations (WESA, 2014)

"D Test Hole Locations (Patterson, 2009b)

Jock River Edge

Downdall Drain

River Buffer 15m

Site Boundary

Proposed Lot Size (m²)

Terrain UnitClayey Silty Sand (SC)

Clayey Silty Sand over Bedrock (SC/BR)

Fine Sand/Silt over Bedrock (SM/BR)

8011.4

DWG No. REVCHECKED

PROJECT # DATE

DRAWN

TITLE


PROJECT

CLIENTLEGEND

REFERENCES

1

2015-01-13 CB12835-00-00

CMR MK 0

TYPICAL WELL DESIGN

TERRAIN ANALYSIS ANDHYDROGEOLOGICAL INVESTIGATION -

PROPOSED RIVERBEND SUBDIVISION

WESTBORO MORTGAGEINVESTMENTS CORP.

WESA

APPENDIX A

Relevant MOECC Well Records and Grain Size Analyses

MOECC Well Records – Test Wells TW1 – TW4 MOECC Well Records – Sampled Domestic Water Supply Wells MOECC Well Record Summary (1 km Buffer) Soil Profile Logs (as reproduced from Paterson, 2009b) Grain Size Analysis Results (as reproduced from Paterson, 2009b)

Appendix AMOECC WELL RECORD SUMMARY C‐B12835‐00‐00 Proposed Riverbend Subdivision

Well ID Stratum Description

Geology Stratum Top Depth (m)

Geology Stratum

Bottom Depth (m)

Completion Year

Completion Month

Completion Day

Drill MethodDepth at Which Water is Found

(m)

Topsoil 0.00 0.91 Sand 0.91 3.05 Hardpan 3.05 4.57 Limestone 4.57 22.86 Fill 0.00 0.91 Limestone 0.91 22.25 Clay 0.00 1.52 Limestone 1.52 28.96 Clay 0.00 4.88 Limestone 4.88 18.90 Rock 0.00 1.52 Limestone 1.52 32.00 Sandstone 32.00 42.67 Hardpan 0.00 2.74 Limestone 2.74 19.20 Clay 0.00 0.30 Limestone 0.30 1.22 Limestone 1.22 18.29 Clay 0.00 3.66 Limestone 3.66 25.91 Clay 0.00 1.83 Limestone 1.83 19.51 Topsoil 0.00 0.91 Limestone 0.91 29.26 Limestone 29.26 57.00 Clay 0.00 1.83 Sand 1.83 6.71 Limestone 6.71 20.73 Gravel 0.00 3.05 Limestone 3.05 22.86 Clay 0.00 6.10 Limestone 6.10 38.40 Clay 0.00 3.35 Limestone 3.35 15.85 Clay 0.00 1.22 Shale 1.22 4.27 Limestone 4.27 22.86 Gravel 0.00 3.96 Limestone 3.96 17.07 Gravel 0.00 1.52 Limestone 1.52 19.20 Limestone 0.00 9.14 Limestone 9.14 19.20 Clay 0.00 5.49 Limestone 5.49 25.30 Clay 0.00 6.71 Limestone 6.71 22.86 Muck 0.00 2.44 Clay 2.44 5.49 Limestone 5.49 15.54 Clay 0.00 1.22 Shale 1.22 2.74 Limestone 2.74 49.68 Sandstone 49.68 56.08 Clay 0.00 1.52 Hardpan 1.52 4.57 Limestone 4.57 13.11 Clay 0.00 3.05 Limestone 3.05 48.77 Sandstone 48.77 59.44 Sand 0.00 0.61 Limestone 0.61 2.13 Limestone 2.13 38.10 Hardpan 0.00 1.83 Limestone 1.83 37.49

23

22.86

31.0896

17.37

17.68

23.48

20.73

15.24

11.89/48.16

7.62/11.58

30.48

29.26/33.53

20.73

22.86

25.91

15.85

18.29

16.76

21.34

21.34

24.38

13.71/18.23

41.15

17.07

17.07

24.08

13.72/17.68

1521476

1521585

1522062

1522187

1513314

1502403

1523850

1514466

1519070

1516338

1520620

1520622

1524129

1524130

1524537

1525247

1525280

1525281

1502405

1502419

1502421

1502446

1520021

1524128

1525466

1528962

1984 7 18 Air percussion

1977 10 27 Cable tool


1973 3 Cable tool7

1959 7 Cable tool





31986 25 Air percussion


3


1962 6 Cable tool

1987 11 9


Air percussion

16















Geology Stratum

Bottom Depth (m)

Completion Year

Completion Month

Completion Day


(m)

Hardpan 0.00 3.66 Hardpan 3.66 4.88 Limestone 4.88 52.73 Shale 0.00 1.22 Limestone 1.22 18.29 Sand 0.00 2.74 Limestone 2.74 36.88 Topsoil 0.00 1.22 Limestone 1.22 2.44 Sandstone 2.44 34.44 Granite 34.44 37.49 Medium Sand 0.00 0.30 Limestone 0.30 44.20 Clay 0.00 0.91 Limestone 0.91 13.72 Sand 0.00 0.61 Limestone 0.61 38.10 Clay 0.00 2.13 Limestone 2.13 19.20 Clay 0.00 2.44 Limestone 2.44 19.81 Limestone 0.00 13.72 Limestone 0.00 13.72 Clay 0.00 3.66 Limestone 3.66 31.70 Clay 0.00 2.74 Limestone 2.74 31.70 Hardpan 0.00 3.66 Hardpan 3.66 4.88 Limestone 4.88 52.73 Muck 0.00 2.44 Clay 2.44 5.49 Limestone 5.49 15.54 Clay 0.00 1.22 Shale 1.22 2.74 Limestone 2.74 49.68 Sandstone 49.68 56.08 Hardpan 0.00 1.83 Limestone 1.83 37.49 Shale 0.00 1.22 Limestone 1.22 3.66 Limestone 3.66 16.76 Topsoil 0.00 3.05 Limestone 3.05 22.86 Clay 0.00 9.45 Limestone 9.45 15.24 Clay 0.00 3.05 Limestone 3.05 14.33 Gravel 0.00 3.05 Limestone 3.05 29.87 Previously Drilled 0.00 14.33 Limestone 14.33 25.91 Topsoil 0.00 0.91 Limestone 0.91 22.86 Clay 0.00 1.83 Limestone 1.83 27.43 Limestone 27.43 30.48

1522333 Limestone 0.00 13.72 1988 5 14 Cable tool 0.00 Clay 0.00 2.44 Limestone 2.44 30.48 Clay 0.00 5.18 Limestone 5.18 25.30 Hardpan 0.00 1.52 Limestone 1.52 42.37 Sandstone 42.37 55.78

14

27.44

15.24

54.27

15.85

21.34

13.72

14.33

29.88

14.33

21.34

27.44

17.38

18.29

11.59

24.39

29.57

42.99

15.24

11.89

31.10

42.98

17.68

2.32/3.54

3.72

33.53

13.11

36.59

1511475

1511739

1516320

1520618

1521142

1522333

1533393

1515875

1534812

1535048

1514131

1502416

1502417

1502418

1502449

1502467

1522737

1522738

1533393

1524537

1525247

1528962

1519870

1519871

1523489

1523654

1524845


2004 9 25 Rotary (air)

2002 11 18 Rotary (air)



1977 9 8 Cable tool









2002 11 18 Rotary (air)
















Geology Stratum

Bottom Depth (m)

Completion Year

Completion Month

Completion Day


(m)

Clay 0.00 6.10 Limestone 6.10 31.09 Clay 0.00 3.05 Limestone 3.05 35.05 Topsoil 0.00 3.66 Hardpan 3.66 8.23 Limestone 8.23 22.25 Sand 0.00 0.91 Limestone 0.91 18.29 Limestone 18.29 18.59 Limestone 18.59 21.34

1515043 Limestone 18.59 21.34 1975 10 16 Air percussion 29.00 Sand 0.00 2.44 Sand 2.44 7.92 Limestone 7.92 36.88 Sand 0.00 1.52 Clay 1.52 9.14 Limestone 9.14 18.29 Sandstone 18.29 37.49 Clay 0.00 8.53 Limestone 8.53 18.29 Shale 0.00 0.61 Clay 0.61 3.66 Gravel 3.66 4.88 Limestone 4.88 15.24 Sand 0.00 1.52 Limestone 1.52 15.24 Clay 0.00 1.52 Limestone 1.52 19.81 Clay 0.00 1.83 Limestone 1.83 44.20 Sandstone 44.20 47.24 Clay 0.00 4.57 Limestone 4.57 25.91 Topsoil 0.00 0.91 Limestone 0.91 27.43 Sandstone 27.43 51.82 Sand 0.00 0.91 Clay 0.91 3.66 Clay 3.66 11.58 Sand 11.58 14.94 Limestone 14.94 22.86 Topsoil 0.00 0.30 Medium Sand 0.30 0.91 Limestone 0.91 13.41 Clay 0.00 2.44 Limestone 2.44 12.50 Gravel 0.00 2.44 Limestone 2.44 13.11 Sand 0.00 0.91 Clay 0.91 3.66 Clay 3.66 11.58 Sand 11.58 14.94 Limestone 14.94 22.86 Gravel 0.00 2.44 Limestone 2.44 13.11 Clay 0.00 5.18 Limestone 5.18 25.60 Clay 0.00 3.66 Hardpan 3.66 8.53 Limestone 8.53 25.30 Clay 0.00 7.01 Limestone 7.01 31.39

11.59

3.05

3.84

5.72

3.84

6.75

6.92

23.78

36.59

16.77

12.20

12.20

17.38

38.11

24.39

50.30

17.07

28.96

34.15

14.63

34.15

8.84

1531666

1533806

1515043

1534766

1518346

1525676

1523360

1526731

1502404

1502420

1520020

1518462

1519697

1517258

1521584

1521586

1522061

1526731

1520020

1523649

1523652

1523653

2003 5 13 Rotary (air)



2000 12 18 Rotary (air)














1963 6 5 Cable tool








Geology Stratum

Bottom Depth (m)

Completion Year

Completion Month

Completion Day


(m)

Clay 0.00 1.22 Limestone 1.22 45.72 Sandstone 45.72 54.86 Clay 0.00 7.62 Limestone 7.62 31.39 Shale 0.00 1.83 Limestone 1.83 21.34 Gravel 0.00 1.22 Limestone 1.22 29.87 Shale 0.00 0.61 1972 Sand 0.61 1.22 1972 Limestone 1.22 14.63 1972 Clay 0.00 1.22 1984 Stones 1.22 5.49 1984 Limestone 5.49 18.90 1984 Sand 0.00 1.22 1977 Sand 1.22 1.83 1977 Limestone 1.83 34.14 1977 Sandstone 34.14 57.91 1977 Clay 0.00 3.96 1987 Limestone 3.96 19.81 1987 Clay 0.00 1.22 1987 Limestone 1.22 38.10 1987 Overburden 0.00 1.52 1997 Limestone 1.52 9.75 1997 Limestone 9.75 21.03 1997 Sand 0.00 2.13 1973 Limestone 2.13 6.71 1973 Limestone 6.71 25.91 1973 Limestone 25.91 36.27 1973 Clay 0.00 3.96 1962 Limestone 3.96 30.48 1962 Gravel 0.00 6.71 1965 Limestone 6.71 14.02 1965 Overburden 0.00 1.52 1997 Limestone 1.52 9.75 1997 Limestone 9.75 21.03 1997 Topsoil 0.00 1.22 1997 Limestone 1.22 9.14 1997 Limestone 9.14 35.66 1997 Limestone 35.66 40.23 1997 Sandstone 40.23 45.72 1997 Clay 0.00 1.22 1989 Limestone 1.22 45.72 1989 Sandstone 45.72 54.86 1989 Clay 0.00 5.49 2004 Clay 5.49 9.14 2004 Clay 9.14 15.24 2004 Sand 15.24 18.29 2004 Limestone 18.29 22.86 2004 Clay 0.00 2.44 2005 Sandstone 2.44 22.86 2005 Topsoil 0.00 1.83 2005 Limestone 1.83 39.62 2005 Shale 39.62 74.07 2005 Limestone 74.07 96.93 2005 Sandstone 96.93 146.91 2005 Quartz 146.91 155.14 2005 Quartz 155.14 157.28 2005 Clay 0.00 3.66 2006 Clay 3.66 12.19 2006 Limestone 12.19 48.77 2006 Sandstone 48.77 53.34 2006

50.16

15.24

25.91

14.02

12.80

34.00

45.69

19.20

22.10

154.66

21.34

19.82

15.24

13.72

13.72

22.87

17.38

36.59

36.59

51.83

9 12 Rotary (air)

9 12 Rotary (air)

1536258 2 2 Rotary (air)

1535925

7 18 Air percussion

1535089 8 13 Cable tool

1502443

1502406

15293713 18 Cable tool

1529571

8 14 Air percussion

1524290

3 24 Cable tool

1528265

1525679

1515405

1511949

1519461

1516049

1524290

1522057

1522058

1529371

1513244

1535924





7 13 Air percussion

10 2 Air percussion

5 2 Air percussion


5 3 Air percussion

1 10 Cable tool

8 11 Air percussion

3 18 Cable tool

WESA

APPENDIX B

Subsurface Utility Clearances

r-Gall: ?lU+-kIJ-Afl:

jProperty )Description, Address, City, Work Area:

;;;i;;i;:";; TA{sjt

Locate Sketch(no

|u€lwtLr scale)

- - ??::

LOCATES ONLY V FOR 30 DAYS & ONLY FOR WORK AREA INDICATED

PKTWW UT/0,,r/{9

€ D M P s r t s r r

DIG WITHIN 1.5 METERS OF ALL UTILITY MARKINGS

ffiwBL=Bui ld ing L ine , C

M H = M a n H o l

ttvg.f9, -G- Gas, lhqB rinre optic, 4EH phone (Beil)r, ffi Sewer, hS* Storm Sewer, I ElectricalCatch Basin, CL=Curb Line, FH=Fire Hydrant, FL=Fence LinetS = Li g ht Sta nd a!"C,WV= Water Valv'e, X= Hydro pole

St 1, Ottawa, ON, K2B 556 or www.ottawavallevlocate.comtvlocate.com or 613-829-8118 (phonej or 6tS+e3-0129 (faxl

og 'f Y*S

ff20144414878 u0Tl

Umf,l '3ltt' E*EftGtNu*Y FPfi nr nry L+c[rt* Slr,eet 1.f,t7"tHi.;,sss

-ol[ free: Eir; r'

i t3-92?? :-800-3?1-896fi- rl$nP.

i3-7t3-99i3 -/-,. / l

Fa.n:613

RErvise d Etr: -*rr1 inn Date

1 1/'l ?i:r-r I {rnmldiluuur

=:r awJion Date

llll?.tot4 ffiDft{E

rm,'ddhrrr

Staiussi*ii|p.AEq,fiC rne0V'lnEf :

CEnffachr

Fr:iect l

Qrqueatad hr: \KE\,'*I DDNfiELLY

Comftny:OTTAWJI\'ELLEY LO(ATE iJ:n*; i

qFF'|l uate:

T11rtldfur,1rJ

,a +ceived Date,1:r56nfi4ilitddfut;

Address: EIHB, FEAtlHfilU11lt RD -T-

-' {nr$On5 Hl 2nd hterl: hrLJN$fER Rf,lly,:e of rmrh.T,tEHOLES

tlity:OTTHII

Calle/e Flemar'rt \-_

rili*f.DtoHAm(AflD E:filal CALL HEVD'IF )R FURIHER illlSTRUCTltlFtS - ffiftE I-fiCLES - Ar{TtEE FFrV - ilO- CEtffi_OT

o'sHtE l'lYElFC C!IAffifi Of.o= ;E'*rsAmE 75.{E(tffi, 4SJ 3S$7i, bG-SfOl\flTQ:.t , tr{oJl.AN:;lrt 3 g3g, E[r]Eo! .c, r0]lrtrASLol , cr..cAn6gt. taor,t11T't

HEt lHark I Cle*r

i ' rbr ldge Gasl . lark I Clear

t{VSr0Oti+rr'rMark lCleer

Flree'1 Unnt'nnidarft | Clear hllat'k I r}leer

FIhfEFEIP Fl lnkf+larft | Clear

Veddlpnlda* lClear

Llfilon GselV[;rrk lClear

VldeolronMark I Elear

LIiTATEI} AR,E.T: EITCAUATOR SHALL IIOTIlIORIT frUTSINE THE LOC.AIED ARIt'. 't'fITHOUT OBT,!IIIIHfi AI{OTHER tOf.i4TE.Rerords Refere ",ce,:

- MaF ,- I'r+{tork H # _r{_ LAC Fduhniea*er

- Byers - Di lapak:

Frald hlnter:

ftrEr

DFT REm*rkE:

:i 'rfingE rlr.ri r:i,lte nk l{i: :-r

l' ,{ Kl'$'l.

" : r i ised r i l ;* : : t - i 1 1/1 [ i 'Jt ] ' J

-"rrd Farty Nt:;fi r alion_

.r,pplv Slicke" rlere if Heou -:d

NJfi

Ercuvnt+r eltnll notlfr t reeefus r el+rrlneo from Utillty prlor to rxlrundolr {or rfie followllrglTe e;on tr hrih Friori ly Crbln C C:rrttal Ofiicr'*',s;ii1y nra

l letr l tot l+f Fielt l tdnrft lng: f FnlrtHSii lkEaEFlnutE Ofrbqe Fh$q!Oilrerffel+coln-0ti lnge,GnpYall+w,1y4rogtt.-R€il ICat t t i + r t ; Luca iasa reV0 lOa ia rS [days . SEeD iac la i rne r ]n rEvBrEEs ic je iu r l he f f i ec f f i ; Fau i l i t rO*n : r 'EGu ida l i nae .Cpulion: Auy c:rangesto Nc,:,;t ian ornali lts o{ rtnfk rcgrlme :rew lof,atg. The Exrauatr;r n*rst nolwn* i-rt i i lettreLnrsledAre': *' ' :hout a nfird;:cate. Frlrrateiy riqned senricrsylithinihe ln;aled area harre r,cl heerr nnai.r+ed. check'*rithgFtilc8/ptupett 'r iHilBf. Fqr; I Loc*E |qqus$:s includinE rEil lerkf Cofiif, i :Onlnrio One Cai, at l-fl10-{4U-2?F5 or piynrr,onlcil.conl

-c;Atgr FIEfiE ,ilBH.IE RQEERT

ID + 'x?66

Dat: '1 1J1 t lJ r - i i4

,i1gn11,**. : l i i l l

l : l . i 0Errrf Time .-_

l ' l 4 f l'f ntalHours:

- Mafi & Fax - L€ft 0n Eite ,x =nnaiteu

Print:_*_

SlEnature.._I copy of thlt Frlmuy Loc*+ $hc+t thd Auxllli lry Loeila Sh+ctd*l murt bc ofl i lt* lnd In ihr hands 6f th; mtchtnlp rretor durin$ $rcr|t ep rrgtl$hr, lf sltrtf h nnd rn arf(ins* do ngt soihqidrr, th* Elff tvttrtr m||rt €btain e ntw ioc #,ThiFfsrm re\fisFii Janusry ?01:

Phune;613-723-:;l8A

20't44414878 HOT1A{txi I i rry [-,ncate Sfre +t

1-80S371-i i{}f 6

\ I i t : - .

tr Gas : Fhdro6ttil(a trnn trPBtsi l. ';hfe tr \l*r : i.l 't c0nn13[ti,:,.. i i i 1/1 tl/:r_r r ,:

*r nL lf l l44414878

ntlr*t{l { Epecify bgiidlilg'r6qurg n-fibgn}

L0cArEo s.RrA: ExcAVAroR sHArr H0 fi@fiEiiTdfi|Effi

=F,i lM: S.l=L _,:r l lelanrJ F :J

CAUTIOII: f landdigwithin irrr es rrraarursd hori:or:rl ly frnrn ths rulel markings tc apoiddtfiagihgtha undrr;round uli l i t ir+ if you darri{rgt it}B plaflt, t i l ,- rrrsf bB hBld l if,bla

lf y,urr ilalrrage urril+rgr+ulrd lilant, cslrta{llt tlr+ facili{y own€r imlrrediittely,Ileplh rrarles nud tdUfT be r*e rifierl hy hall,i l tl lgglng orrriiflJunl +xcavati+rr"

L0CATEB AREA HAS BEEH ALTEREF A$ pER: ,..avirr

f )npel;r ' : i Fid S ,a,F:

LtgencFuilding t-ine

Fence [-ineF a*a of (:urt

Road EdgeFropefiy Lirre

Irivst+tt'.stuh EsEin

_ PL_

- U\ilFl - 1 1 1 8 3 l l . t ' t t g t

Side$slk r!le...+.lemErcilr,:rr UyJ

Haihiay +HJFr le O

Flu* tu E(adc l-fFrarrrs l-l

FEdsster EIFuI iEdC€tJI 'E _B_

Condrrt - C -

FilrlilS{ruic+ Vri,r*

Manhr:le mFibre Optc

Cette - F 0-

Gau Mein - Glut-Gsg Sefii*e -

Sns Vai',r F{

Hydrant S

TransturmEr mFydroOtteura - H

Hydrn F,:le XslEslllgttcEbte - sL

rrfuiS-. -; :;l<etch

| = i , rJrn poles

HO tsUF:IED BELL NETWORKIH TIHE LOCNTED AREA

ILOCrlrTEtr

l l

r_-_^ARE/\

suaetLlEht )FNs,,ih H,Snuih $.Erst E.

WsEt W",: l , t . rhgl t B, j . : : AE

f"t AE

Fratt[,;tr:, l Rd.

THls FoilM v',ALlD ori'LY WITH P*rnari" Lncate Fpr-r. This $ketcr is rrst tn scale;rh'ately o*Tte d s eryites *ithin : ls lnfiale'l are a h;eye not bB en :" al*e F c herk rrith BeruineJF roFg rtf orlrner

A copy of th'ls A.rrxlllary l-tcate $h*atft) ant[ fte Frlnrnry l-ocate Sheet ,ru,s{ be o,n s}te nnrl [n rlre tirnd* +f the r*achlne€Ffrtor ll{lrin(l Y'toik 0l}+f ilti0lts" lf tt€t{lt i ln{l mfiIhinls {l$ nst criit{irtro, thr Excil\r*tsr fiurd ohtr}in n urw t0

Th s fnrm resrsei furil2uEB Whit*Etc;.'atur rfe llorpOflice r4C FflRlr'l

?8144414878 HOT1Auxi I i nry Locirt+ S'lfe pJ L^,im GBE Emefg: rn, f

613-7 t; l8$l a i l f ipe : E1-8CIS371-A{l i5

Lriilities u 3e: flLrcrtad: if E,,rk r 1 /10 / : [ i j

llrnrrher oif $+rvicgr mfirh€ i $pE$fi erilrng/houE* n-nben]

L0flATED A'R[A: ErcAttiToR sHAtL ill0T woRH 0UTslOE THE Lo{EfiEffiiififrTo-UT o-Fii,lnne 5.H6THER LorHrE

=6ng. S l=L16. ii : ie x- 1 1 'l llcr ,-;*pelanr1 -|:l

cAUTlol'l: Hand dig within t,5M es mrasurud hori::otalfiy frum thr reiel m*rkinge to ffrsidd*rnrrgrngthE undrr:round ltil it ir.t tf y6u dfifl itgE litB plaflt, ysr riey bB h8ld liebie,Legenc

Sui lding LineFence Line

Faca of0uftRoad Edge

Fruperty [-ile

- u r

_ r L _

- FC-

- FL-

lf yotr ilalttage utttl*rgr+und ;ilarr!, rsrrtn,;t tlr+ fncility orvl€,r imrrredictely,I ieptJr var lusnrrd l . lU$Th+veri f ier lbyhal ld r l lgglng orvl i f i r lu lru exci lvnt igl .

LOCATEET AREA I.{AS $EEH ALTEREB As PERI ?'] I

Copel.r-1 Rrl S .r,E:

!riwr,'ay;atch Easin

Sidervalk

f,Bmf,rcrtion

Rrihmy

F*leFlu* to Gtaik

Fftrrtfl

Padeatal3$ried Csil le

Con'.{r.ritBrf{r{

Slruic+ Virt

Manht:le

Fibre OiiticCebl6

Gas hisinGsa Seruice

Gre Velrr

Hydra,tt

TrenEfttmerFlvdrn Ottarra

Hydrn F,:le

l - 1 1 1 8 r- - t - - - - -

N l - t t t e l lHE

I UFV| I

*Hon

E

5.FL

F

t

IIIIIIIIIIIIIIIIII

F_i1 72

| .: r-r[l h,,l Il gl - lr r f r - l - - - - - - - f t - - r r - - i l

] , . ' - l r : : l i4

1 NO EURiED HYIIRO OTTAWA NETWORKi tit THE Locf,TED AREA

III

I

IIIIIIIIIIII

l 'evisF,l ,1.:{r lch

| = l ' , ' r :rr i pnleis

t.l

hi

m- F0-

- Glul--

H

t{.1*

m- H

XSleetllgltCab€

SliaEt LluhtNs$hSut,,rihEast

Wsstt1:il:rhalt H{ii:+

)ti l,q

F

w"AE

i r l ,4E

Fratr['t,-' rr Rd

THIS FOi+fyl V'ALID Orl.l-Y WTTH prrrnarir l_g6ats f py:r"r Tlris Ekei;n is rrol to sralenwil+d sr'ryicEs within ;,''e lrrFalerd afEa hav€ nDl beBn r*rlceF check',vil]i pervinelFropgriv nwner.

A copl ofthh Anxlllnry l-tcat* Sheetpl nrrt[ffte Frlumry [ocate $heet rnust be orilslle nntl tn tlrr l,i lnd* of the rmoehlnert€t{lr *rr{l +f o not eoit Excitv*tor mrw

Th s form revi,se: furil?[UF Vl/hilsExc; rator lf ; ilar*'Oflice ;4C FllRtil

DISCLAIMERWarning,!

The Ex+lvrtor must hrve a copy of this locate on the joh site during ei:eavation.

Located Areal The Er',r::ir'Etrlf mr-iilt i-r-rt wnrk nritrl"i:e the area i.;riicated by tt" e Locater-1 Ar;r: irr the Di;rr:;i:+nrvrttthout e i,..'.-iter lucate i: ., ilre C0mpl;,,-,ir

LEcate the pIant: Th,: ::,i+rrt Incatir:l: r"rir:rrmatinrt p:,.rr,,rided is Nhs ;iestwe hi]r,; :rvailable hr.,: crrrrstitutes ,:;r,rlin,ane5i t imatE_; t : l rhnfL l l '11: i i " tJ '1L|Undp|nt l i r , .e | iesanr l t i . : :e ,sact | r [ i l ; i : r t . t tnust [ r i l l : : i t r r rnr inec| [ ] , . l i1 ; rnddig5inr . ; ; : r rLritr eXCa"i q' '- 'r r{ith mEillr :1ntr::Al eULtilltT: ?t-tt ,

irdBchanil] ]1 ii luiFmEnt i' i: -1".1 t'tot hrr r.tri?r:J within flne rrretre nf thr-. l:;timaterl h::.;rtir_rn cf tfir: i: irrrt

*Hydrn Ot tawt must be nn t i f ind p l io r tn excavat ion rnd inspec tor sn r i te r

Expose the plant: { .1n,- ; t l re platt l l r ; i , i ; heen lOc; l t r : r1 by hanri r : i l : ; [ l r rrS, i t fnr-rrsi : i : ;e exposed; i l i lnS i ts lEi l ,_l : r jAr l lacEnti r :n r in t t . ie , l . r r t . r red ia tE l . , ' . - r t t i | ' ;n f thnp: r . : r1 l r | sedE} . l | : ]E .1 t i [nF0r i i . ] i ; ; l rL ] rp0sE. | . : . ] r r r i |1an ic lirsed r,qiithri: ll fi metrer:; ,:,i il.re nlant

Digging rroundthe ei :posed plat ' l t l l l \ ihent lre pl , : i r r t has heerr r : , tFnser- l , i l . t r i r -Jrther E.\ l r i i r . . ; i t i r rnwithirr r . ! t mprrpci-r-rust rtil i ',, ::,: i l0ne hy f-',_.'r,:j i l iggingl rlr.":1 rrntr,vith rtre_:lranir:al Br:|t-:r;.r111s111.Suppot tRequ i rements l f theun i le r ' . : i l r rL r r rdF lnn t ' ! i EXpnrsErJ [ , ,F r .ad is tanr* r i f m0rEt f . ra i : , l?Smet rer : t i r r :Far ; i l i t yi:lwnEr nl-: i: i lE nntifinr:l i-,irrr:lergrr:rjn,,,i Flnrrt mur:rl: i: r tLlnllrltted irt all times

O, Reg. . 1010'l Oiland Gas Pipetinr: systems FX.CERPTS

I i1J l " l : i : l ; " : i r : rn shal l iJr : ; . l l r l fe , t rerr i : i : i , g fadE, H) i t : i . , , , t te or h lg;s :1,uith0ut f ir ' ::: , lr::ceftainitr,:r : irt l0catirlp ,:: i ;*t. l l / pipelrrir- i l tat ma\r he

groutrd r ,ql i lh ' -rrFrhanirnI e ; t rr I ipment r t t e r i t : r l Is ivect'rtpffefE[l irrttir"r

Technicol Stnndards & $afetyAct 2'10ir EXCERPT

l T [1JE , i * , . . i : iE | . 50n ,1 ,n ' t | r i . ' , r t 1 - ; 11 .61 te t1E , : i l i f n i | s t r - r

i 1u i | i t yn f i ! r ' l l r f f p1 . ' = ' , 311 i J - - , l - i r : nnu i c | i r - r t r , l l i ah |e t : ] l i l l . lBrlnt m[t* i i ' , : i i{ {]nB yE8f , : i t tn hntlt

C4qlion -',: ' ntarkiftr

J nevY lr:,:::: The Er": -. :;i ':rt mu5t tr,- , ',inf[. 0Lttr:i,:i= il-rr indir:;:i::: i-rrr:aterj,a ;-: r,qjlfiogt n ir..-ii-rr_:r Inral+: ' t iVa tEh l . . : , . . ' : . t l sen ' r i r : ' : . r i t | t i r r t t te i ' : . - -+ i r - - : rJare ; t | r - . - r . t r t r [ l ; rEe l t . . , i t | r rd - r : l i t , . : . l ]Y i th5E| | \ . ] I - : ' ; r r r rper t i i

Locate is VO]O afterBri days.

Frrr remilfr': ::,flntact (::rr:.lr' ici iJfie ':_,;ri '1-8tl[-4Lf [- ji iF

r:!l' \nt1,qi14i li . :;1611 66p

cfttt EEruRf ilDil u*OlHlGrrIL

ffi20144414878-uOTt

Ulffif.l G,a.i tlHFGtNu'Y iPrinr arf L*c.lt€ Slrrat 1 -fr?I.$€.ta#

f,EtlB | t]f +

Request #20t44{{4SIg

lSFIilAL

: tone, Fer:: lofllrea. E m e i

tilltifre*/' ILtefl{( 1r' 9F' f

sas e tr Sireet Lighting

{lOsort/ trpB tiiar S65pss1;665

RE,rlised Es,: +a1rnn Dab

I 1/nT/ i i , r j

ilrnldilquql

Exi ryation Ilate

lJtte",?frl4 ffioftm

rrr,ddltittt

5tF,1uss:r*tttflAED"HEmeE\'Vnef

cEnf,achr

Pr:iest

lrqus*ted ht:KE\jfrl EroltfrlErilv

Company:oTTEil{'s !/i L LEY LOCAIE

Phontr::El3Hl}Bar-J&t -:"--

i:*ri:r'Efftf,il:iei;l3aem.af ext

Ag,p't Dete:

rfln''dfuuu

,c.:ceived Dale1:6ilI?lll4i-*drilitr.'

brc;le AdqrEEs: 80fl$, FRAlltt1Ot,Vfi Rn ',"

1 ;* tr+r8- iryDoo; Ffr ?nd hers: tf]hiFIER R[,Iy*e of vrur,l:.ffiR€IiOLES

rlrtF-.orTs$

Calla/E Rpmar",rs,

r'{A*f.DlBHi.R1{AND El+lAI- - CALL HEvhl Filft FLIHIHER lltsTRllCTtutfi - aoHE FmLEs . ENTTEE FFry , t\to: cntffi.oT

di BBrD HVSftC C:rAwA8 BIS= '-E'rasAmE"FE.r]2(9ffi, 4f.1 l9g7? r€ E€BluE{r.o:1 , t.sJt-rlrll:gr 3 0ffi, Eil0E01 .i, crTlilAsLs{ , 0T*nJ,{frfir80t, ECQEit ,l-.1(:T'lEfHII

ll+t'k I Cleer!nbrldge Oarl,tark I Clear

FrfHIOOttatr!lilar'k I Clear

51r8Ft ughilnglr4arft | Clesr

FBBI F IbG.'r'iark IGle*

Bllnl{[4a* | Clear

Verldlsniitfark lClear

LJnlon Gae[ir:rk lClear

VldeolronMark I Clear

L0CATED A.RE.a: EXfiVATOR SHATL tlfiT WORI $UT$DE THE L0CAIED fiF.Ltrr 'vfflTHtlUT 0ETIrlfllHG AHOT13ER LOCSTE.Rrrorde Rqfere rce:

- hlaF - t.rt*nrkH# _ri_ IAC h,lulti,rmer

- Byers - Datapak:

Frald hlnterr:

ft:rgr:

OFT REmr*r;

:frange rit.,: :iate nk l'(e r-r

1 4 t { M

-rrrd Fady Nrirfinaiion

.l.pplV Stici,le' "lere if Feqt -:d

l'}'E

Excmrntor ehall notlfi t rteefu* r clenrrnea from lJtil lry prlor to rrcrvirdolr for tre follourllrg:Te lron tr ti,:h Frioritv Cabls

4 -c Centrlal Ofiice'.iicinrtf rlia

l lethotl+fFieir l l fnrft lr lU: f Pnlrf i [ l$inre*EFln(|ef Ofibqrt!q1;sE0therffrhcot] lr0ff ipS€,Gnr*-Yrl l+w,riyrfro05.-f;erf]Cattliolu Lr:,laiss areVOIO;ter BIl davs. E;er Disclsimer ;'n TH,rltFBE sice forths esacif; Facilitv Ovrnarti Guidalinea.Ceul ion: An1 ci ' rangestolo:; t ierr ornaturerr i r l r lkteclr j re. ' rer,v locate. IheErf€rrattrn;s, tnofwo*cLt i ldetheLclated F$ea *.;:tout a nelr i:cata, Friuat*ty rr,ned sendeet within,lhe it;a1ed area hare rot been marseni - check rnith9F$ig8/pn0il.trt,. fi#hef. For ; | Lgqfls ftqu€r;js including rtrfirks roirtf,rti:Oni*rio One Cai at 1-mS-.ffiU.??5F or plrrr.,onlcil.cqflr

LBDAtsr NArre liBilE RoE:ffT

l [ = ' t 3BE

Uar i ' l l J t l t * ' i . ' 14

' 11641;ms ' l i l , [ [

t i r ruEnd Trme .

,1' lntal

Hours: !

- Maflr & Fa[ - l-eft crl Eite ,4 rrnaileo

Print.

Elgnature.q 0oFy of thls Prlmlry Locat* $h*ct lnd Auxllhry LoeilG $h+atrir| tnust hG oin rlt* and lnl:hc hands of thc mlrhln0p rretqJ durin$,1T0!r|{ eF lrctichr, lf ri{ *tf h and m trl(inglt do ns'B +oih+icr} rhf Etfc[viter ilt|urt obtain e hrH lqc ltr

Pane I tf .j

TFf$furm retisEI January ?01 :

2fr14441.1878 HOT1Atlxililry Lrlcirte 5'IIee* i-rr' :ir {inE Hmergen:

l-r: "7,El6g-l , lgg!

l -q l l f rEe;1-80S3?1-BBi6

' 1 'lies. \, xl 3e7i El Gas r F{ydrofltt*ra tr

!1.;;,;,11911 trF6ei F;htB F lJer, l l ftr l C0nhErltir_.,:.:!rate L.rcated:

1 1/[E/:t j i js' # 201 44414879

llrrtr$er +f S+rvl+r* m$t*r(l ( Specify ituiidr6y6ou*H n-11b6n1

L0tHrEoARtA: EXcAVAToRsptAnt @!!ffi

TO:

TO:

r - r i 4- ' l ' l ' i ; : ; : _ r1pgr l611i ; ; : : . ,1

CAUTIOII: Handdigwirhin tnr es r'raasured hori: iar,:rif l fmrn th* -eiU markings tr eyoidd€fn{rgil lgthE ufrdrrirornd rrti l i t ira lf you danrnge ihe plent, y6r rf iay bE held l ierle,

lf yolt ilantage uttil*rgr+und lllarrl, Gorilart llr+ facility owlrtr imnrediittely.Deplh varle+ alld tlU$T he vtrifierl by lrand tllggirrg ,ir*ncurrlt +ncavatic,n.

LOCATEF AREA HA$ BEE}IALTEREF As PER: 'Tv I

I f f f t E t - r . - " . L , dLr rJ E' r/ | 'rr .,. | ,, r_t. Q / . E :

Lugenc3uilding i-iire

Fence L_ineFace ofCurb

Road EdgeFrrperty Line

- rL -- F

_ FL-

Driw+'ayiafth Easjn

SideruElk

Jgrnarcttion

Erift+ay

FrleFl0rl to dredr

Frarrl tr

FedprtelEuried Csl;le

Cnndr.ritBr,ilr{

S.ruic+ Virt

ManhuleFibre Or:iic

Cqtle

Bas hl,l.ern

Gse Seniiee

Ses Vriir

HYdr,tilrt

TtfinsfufrnerFtdrn Qtte'+r

Hydrn F':le

{}i;- | ' i t: i

E]ET

T D M I

*HJ

EEl

-€sw-

::, FL l x - ' l ' l i i rE l

t = l"t'r'rlfr: ::,t,lrrr

:- l l_1r., ' l

,]'i0fitl:i

l l0 ELRIED 13ELL NETWARH/'lH Tl{E LOCATED AREA

"/"

LOCATEiID".AREA

tSltrdLtqticdr#

$lrBBt Liqh'tFlu'ihSoi i thEast

\tVest

i: :;i:rltalt *i:j,,:: +

t.,,t AE

Franl',;t'-; r"r Rd

THIS FOi;jh'T \iALlEJ QriilY WffH nl;;t.'i' L-.rt- Fgr^. Thi- -k-i-*.io,t tn esqte;ribtilgry DwrlsC s". triegs Hithin :''E Innaftrrl are-" hrvg mnt bebrr *,Ert{eil chEi;l' 'rilh iiervinejg,isp+,!v 6,,\ryrer

A copl' of tfth i.iixlllnry l-'ce;lt+i sGeffi rr'7T;Frt'"rrnryTocilt"ffi"rr"t b- 11'f,-ffi.firr'iJ*lf r*€tf h ith{l InflrkiiluF {l+ nqt s0iIcirl$, thr Erqf,!!4ql illifi 0htftlll fi il*w t0c8t6,

Tii E furm rgi:iee: Apr,il 2ilt)g rlE rlnfti'- Oflir;e :4C FllR'-rl

28144414878 HOT1Auxi|i*ry L$cfrl+ Sliepl

l -al l f ree:l-8otr371-8t]f fi

Uiiilties u Ae:r trGasLilartEd: rfBiint{ trF

'f 1 l-{ydr'D0ttfla ; tr Sheet Lldhtirr :iFrb/E d, ,z i l 1 l i l lEi2lt 1.:

t i i l l ?f i4441qii :r ;

llrlnher +f $+rvlc** nrnrl$(l J $peilfy uuirdinyhousr n i

A.REA: EtttAVAToRsnALril @i;ffi=Filfvl: pole ' - I i '1

F3 Cr_rF:e :;r-itj Rrl.=FtM: S FL : itllelani:i r-,:j

LtgencSuilding Line - HL-

Fence liine - FL-Faee of Curt - FS-

Road E'dge -Fiuperty f-irre - FL-

cAUTlollr Hand dis wfthin l,5M es r'^rarumd horit;r',rtffi;1,-ir-rLJr,0s rr r$J;deraagrngthE uf idef i .ound ut i l i t ie; t f you drmH$6 thi ptrnt,yrr rn*r hE hBld l idble,1f yoil i larrrage urr{*rgr+u:ld ;irauf, mrrta t rir+ facirity jr^r,,r,l ' imrrrediiltery.lleplJr varles nnd tdU$T h+ v+rifierl by ha d tll i lclnt or tfi ifiupqil excavnticrp"

LOCATEfi AREA I.IA$ EEEHALTEREE NiPER; , ,flVIN

' lupel;:r ' : i Rdt t ' r '

Driven'a1, -catch Eaein El

Sidesralk

f,6r*effitl0n

ReihrreyFr i le

Flusl r{} GtsdrFrarttfl

PedtetalSuded Cslj{e

ConduitSrrlr{

Srruic+ Virt

f : t- ' l I ' ; t11

l - r r r - -

I i l i - ' '

IIII

IIIIIIIIIIIIIIIIIIII

l l - - . r - -''{-Dfit:r

lu.@+H+-l-{-l-l

t-\

fltr

Manhi:le m

: F L l r ' . ' l ' t :1;91- - JIr h '

I| , /

; | .,,2

I:F ; NtO BURIEDJ-{YDttO OTTAWA NEilUORHr

a tH THE L{i{IATED iftEA

IIII

i LocATEuI AREA| . . . - ' ' - -

r-IIII

r , - I

FibrE O|tijcCatle

Gas MernGss Serulee

SnE Vel'rc

HYdra''t

Transfulrnerhydrn Ottar,re

F{ydru F':leSlEdLtgtic€,#

$[aet LlqttHs'ihSoi:ihEast

W€tt::!;q:rlralt *,:ii::+

- FE-

. GM-

rr{,{J.

mX

- ti|j

${Fl,q

E,w"f t F

N L

3 r l f i i 1

- - -

Ei Fil

J_-

F l-; if i [,:Tr-rr '- :- ' ,-{

THls Foiiirt vAlin orii-y T4JTTH ]Frr';;;t;L*r*r- Fsr.' T-rris;kei;;fffil;i-r-0t{ted s'jrrrises r#itfiifl rrrB lrrnaterl ater rl*se nnl heen "r'arfteF checi, iritft ..,rly orffner,1 e+p1, ofthh Airxllhry l-'rciia Sh--Gt"n r;;ffi

i lnil l$firl ' i l l it$ {10 nsl c0incitlr, r|tt Ex$.lvrtor n$st olitfi i1t 6 urw t0cfie,Tl;g fsrm FF$IE€;' ,4sril2SEg tsdhileEqc;:afsr iAC F0Rtrl

trnT Seif # ?n144414fl78 v gtr$Ft L ght Locateffa&

frequested$0IltlllD,$4 5;5?: l3 FMi

Pfione;61I.tD- vttrJ

f,onrpeny CTTAtr/VAVAI.LEY LNilI IEJVame i'i[Vtl{ [0ftltrllLLYFhone F_l lr],fi i l$"E11F ertFA.}f .&13b,3,fiSfl133 enn.

Sffe SanlnctFfiore

s{ffir,cFI

Cle

In c ity strssets in

eet liglntJ ig a renr

-st-H

Undurgrcund Strreet Light CI*blaStreet Light

*SfH* {

H { l'Erfiend/,qerislWiree A Snurne/T'rsnsfnrffrerohe/Eecoratirre Liglrt O Hydro Fule

[-ocdtfttr,{Vfl lg,Sr'{rSrmmgfl U9.'

Losatts is vs{ld for E[ Says" tf FkstGih ie differenff# lorste rnust he requ*sterX. F{*nd Slg \4

fiuri{

e EH6 llsfiB r$'BEt Sas xrfflids E0 iqurs de rHlefiSas avBr celles $ur le crnquis, un nollveau rel

a 8a nalure du tr*vail necessite un floureaursFerE, t-s FrofB$dBUr dHe

I fr,um markings, lf,(altfirhiH 1. m {t.2$ft} on eitheI Flant {firifi$.

lr iBf €Fre5 le reFBF'Hgs.:ra$s Bst requis, Toltl #rparage. Creuser fl l f i rn6lallelisn \rarl6 dun sr

r pr nglc]re ryf wurk ffftflngss, Bside ft{ mert{inr.rs ftpnth flf

SofaLscsfsd 1 1,,1-l5,r,ll.:11 ,{

!i $86 tHarquEs *g eoncgrdsnlangernenl a l'enrplauen'xent eua$n uru me{re (3.?8 pred.$} dulrtrit fi l'6utrfi,

Fitns uf dey

,{-gcnlurJ *y ES8 VE{IITURA

5[g;nuturc

F a g e l S f o f l :

Service Request i l sService Request 840409

Sourcel Conti-actorPriority:Status: RESOLVED

8089 FRA RDWOODS RD / NSTER RD

The property

Case ID: 20t t l44I4B7Bt

By: Maxpusr, GaBy: Latorurel l , Logan

Init iated: 2014f-tlct-30 5 : 52 ptvl

Range: Unit :[4 lunic ipal i ty : GO

the City of Ottawa's municipal water or sewer

Locat ion Informat ion

Address:Between Streets:

Description:c-1

\i#*Y,...+/

infrastructure.s not connectedThe property is

the City of lf any waterlr of underground water and sewer pipes owned bysewer pipes exist then they are the responsibil i ty bfthe property

Requestor Informati

Namel KEVINAddress: 979 MOSSDALE ST

City: OTTAWAPosta l Code: K28556

Cal l Back & Other Assignments

'Responsib i l i t ies

, Service Request

Request Details

Star t Date: 2014-Nov-04Fin ish Date: 2014-Nov-04

Amount Charge to Customer:

Structures

Structure ID

Work Ord r #I

Phones

Resr

B u s : 6 1 3 t 8 2 9 8 1 1 8

Fax:

Work Order

Cel l : 613983562uExt:

Service: ESDLIfCATES - PROVIDI:

Lorcation

979 MOSSDALE ST

-- Non Speci f ic Locat ion - -

Street Range:Street ;FRANKTOWN RDIntersect 1:WOODS RDIntersect 2:MUNFTER RD

Munic ipal i ty : RICH MON D

2014 -Nov -04 10 :20 AM

Description

Service Request

2014-Nov-04 10:20 AM

Kevin I

From:Sent:To:Subject:

W

solutionsOctober-kdonnell,Request

)onlcal l .com)-14 5:52 PM)ottawavalleylocate)144414878

ONTAR]O ONEate Reques t Co r

CALL /t_irnatiy/Lo

.jry ;::f"i.o;331in3:f:l' *.WAP No:

q D U l 1

1 1 / Aode: STANDARD/ 2 0 1 4 T i m e : 0 8 : 0 0OO AM

CALLER

KEVIN DCon t racOTTAWAWORK BEkdonnel-ALT CON

INFORMAT]ON

ONNELLYt o r I D : I 3 7 4 2 9VALLEY LOCATEING DONE FOR:WESA

y loca te

J E f

r d x

J C f

: ( 6 1 3 ) 8 2 9 - 8 1 1 8

: ( 5 1 3 ) 9 8 3 - 5 6 2 8( 6 1 3 ) 3 8 3 - 0 1 2 9

LOCAT]ON

A d d r e s s : 8 0 8 9 T o :Street : FRANKTOWN RDNeares t f n te rsec t i ng S t ree tWOODS RD

nd fn te rsec t i ngTBR RDf S e g m e n t s : 5

c + e ^ ^ +

L o t l U n i t # :

p t h : 3 0 . 0 0 F T

i -g : Xel Prope:r ty : Xs ; No t Marked :

4

Type OLES

Mach ine D ig : XPub l - i c P rope r t y : XM a r k & F a x :A rea i s Marked :

a i + ^

D i r e c t l o n a l D r i l l i n g :

Work Ex ten t , / Loca t i on :MARK AND EMAIL - CALL KEV]N]NSTRUC'I ]ONS - BORE HOLES -CRNRLOT

Remarks :

e t R e q . :

R FURTHERTIRE PPTY - NOt

Max De

Hand DPr i va t

' The Ontar io One Ca. l -_ l members-excava t i on e have been no t' BCOEO1 ROMARK FOR BELL

HOT1 YDRO OTTAWA (HOOTWAWSO1 ]TY OF OTTAWA W

ho have undergrf i ed and the i rCAN ENOEO11 ) OTWASLOlTER

of your

These members have been rem ved due to the o l n a : i - o .

N o t e : - C =T , n n r f a

- R =

f - l a r r a r l - Q - cv + v s ! v v , u -

J

Ex is t i ng l oca te

r o q q a r l - T- v v v v v t

l i d - ma in ta in

okup center c l -eared, -A = Al - ternate

marks

1j -gat lons under sect j_on

]MPORTANT INFORMAT]ON :

DEF ]N ]NG 'NCI - NON-COMPL

Non-compl iant members havOntar io Underground fnf rasthese members t o ensu re tc i rcumstance, shoul_d the

a t i on Ac t . ON lCa l_ l_ hasyou r excava t i on . I n t h i s

5 o f t hen o t l f i e d

no t me t t he i rruc tu re No t i f iy are aware of

i n t he i r ] oca tl oca te s ta tus

t prov ide fur tnformat ion p l_e

r no t res , t he excava to r shou ld con tac tthe member d i rectJ_y to obwi l - l - not be provided wi th

s o r reques t a s ta tus . ONI_Ca l_ l_f rom the member regarding th is

i n fo rma t i on a t t h i s t ime .a r a f a r # n r . ' . - ' . ' ^ L ^ . 1 + ^L V L / U ! W Y U D I L g .

t i c ke t and the re fo re , caFo r l - oca te s ta tus con rac t

YOU HAVE A VAL]D LOCATE WHEN

- You have rev iewedOntar io One Cal_ l -co r rec ted l - oca te

t a r a d l r 6 a t - i r 4

IMMED]ATELY i f

r cJ-earances fg you r d ig .

reques t , you haOT current me' I \ r A t a n r ^ h 6 F + r ' \

r r v l r ' e 4 u J /

nes on your pr icon tac t s v i s i t

t ruc t ions proa tor ins t ruc t i

\ 7 4 h r ^ r 7 i z l a i ^v v l / l v v r v E u q

j . r t t n t r r r a A Pv _ * v v g 4 v v l \ ,

hat they do noinform the exc

f ^ ? a r a t t r a r ,

are needed and

r z a , r r 1 ^ ,_ y v u r r v \

(oN1Ca11 )aE] .0n CONTACT

ob ta in ar a d l l a c f d! v a s v v e v f i rma t i on .

- You have obta ined l -ocatesth i s t i c ke t be fo re beg inn i

YOUIVE MET YOUR OBL]GATIONS

- In add i t i on t o t h i s l - oca teof in f rast ructure who ARE

a l - ] ON lCa ] l members l i s t ed i n

bur ied in f rast rucE.ure on p' l

n n : f a a € n r r , ^ , . - ^ - ; . - ^ r ^ i! v ! J v q r y l r v q L v J

e D IRECTLY con tac tedr s o f O N 1 C a 1 1 ( s u c h

as wel- l - as arrangedate property - wherewww. on l ca .L l . com.

al - l - ownersas o4rned

fo r con t rac tapp l . i cab le .

F - n r a l i c l - n € l ^ ^ - + ^ ^ r ^ !J W U q U E D L C [ L .

- You respect the marks andwi th care, . the marks and I

- You have obta ined any neceyou a re excava t i ng .

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Not a l -L members of ONlCal_ l_reg i s t ra t i on w i t h ON lCa l l ,you r reques t con f i rma t i on .has re tu rned no resu ] t s f o ri n f ras t ruc tu re i n t he il - i s t o f l - oca te s ta tus con ta

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have bur i_ed inf rast ructure in theva to r by p rov id ing a ( -C ) .

r l a n # i f t z + 1 - ' ^ ^L r I 9 q

which case t .e absence o f

t he p resence oa t e v i c i n i t y .E S .

nce o f i n f ras t ruc tu re i nmember rs name w i l _ l no t

C ) i nd i ca tes t he ON lCa l la pa r t i cu ]a r member t se www. onl_cal - l - . com for a

the i rappear on

q r r q l - a m

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No v l rus founda l ^ ^ ^ l - ^ j L . . n r 7 ^v r l g u N c u p y n v \ f

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- www.avg . com0 . 4 1 6 5 / V i r u s tabase z 41 ,89 /8 8 2 - R e l e a s e D a t e : I 0 / 3 0 l 1 4

WESA

APPENDIX C

Borehole Logs

0.94

54

33

0.00Ground Surface

SS1

SS2

1(12")132

30>50

PVC riser stick-up = 0.82 m

Bentonite gravel seal

50mm slot 10 PVC screen within No.3silica sand pack

(W/L 1.02 mbTPVC - Nov 22, 2014)

Topsoil

Fine Sand/SiltFine sand/silt, some/trace gravel, trace clay, loose,brown, saturated

pebbles/cobbles/rock fragments from 0.69 to 0.94mbgs

End of borehole at 0.94 m

Well Completion Details:Screened interval from 0.61 m to 0.94 m belowsurfaceElevation at top of pipe (TOP) = Not Surveyed

Auger refusal at 0.94 mbgs(Inferred bedrock surface)

Description

SUBSURFACE PROFILE SAMPLE

UTM NAD83 (Zone 18T):

Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n

NotesHeadspace Vapour Level

(ppm)

WELL COMPLETION

49989190 N

426324 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00

Westboro Mortgage Corp.

Terrain Analysis and Hydrogeological Investigation

8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

Not Surveyed

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

0

1

2

3

4

Sam

ple

ID

22 November 2014

Aardvark Drilling Inc.

Hollow Stem Auger

0.2 m (OD)

SPLIT SPOON AUGER SAMPLE

BOREHOLE ID: TH16 / TW5

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

0.99

Topsoil

Fine Sand/SiltFine sand/silt, some/trace gravel, loose, brown, dry



Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4998372 N

426171 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

NA

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

1

2

3

4

5

Sam

ple

ID

22 November 2014


Hollow Stem Auger

0.2 m (OD)

AUGER SAMPLE

BOREHOLE ID: TH17

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

1.17

Topsoil

Fine Sand/SiltFine sand/silt, some/trace gravel, loose, brown, dry



Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4998527 N

426278 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

NA

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

1

2

3

4

5

Sam

ple

ID

22 November 2014


Hollow Stem Auger

0.2 m (OD)

AUGER SAMPLE

BOREHOLE ID: TH18

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

1.32

0.00Ground Surface




(W/L 1.13 mbTPVC - Nov 23, 2014)

Topsoil

Fine Sand/SiltFine sand/silt, some/trace gravel, loose, brown, moist

spoon refusal at 1.22 mbgs, no sample obtained




Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4998445 N

426107 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

Not Surveyed

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

-1

0

1

2

3

Sam

ple

ID

22 November 2014


Hollow Stem Auger

0.2 m (OD)

AUGER SAMPLE

BOREHOLE ID: TH19 / TW6

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

1.22

1.5883SS1

6588

Topsoil

Fine Sand/SiltFine sand/silt, some/trace gravel, loose, brown, moist

Sandy/Silty ClayFine Sandy/Silty Clay, trace gravel/pebbles/cobbles,compact, light brown, moist/wet

Gravelly SandGravelly fine sand/silt, loose, brown, moistpebbles/cobbles/rock fragments from 1.73 to 1.83mbgs


Spoon and auger refusal at 1.83 mbgs(Inferred bedrock surface)

Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4998789 N

425952 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

NA

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

1

2

3

4

5

Sam

ple

ID

23 November 2014


Hollow Stem Auger

0.2 m (OD)

AUGER SAMPLE SPLIT SPOON

BOREHOLE ID: TH20

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

1.83

2.43

2.74

3.35

100

100

67

75

SS1

SS2

SS3

SS4

6569

2359

WH31613

9>50

Topsoil

Clayey Sand/SiltClayey fine sand/silt, trace med/coarse sand, tracegravel, light brown, moist

Clay content increasing with depth

Sandy/Silty ClayFine Sandy/Silty Clay, trace medium sand, tracegravel, compact, brownish grey, saturated

SandFine/medium sand, trace silt/clay, compact, grey,saturated

Sandy GravelMedium/coarse sandy gravel, loose, brownish grey,saturated



Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4998866 N

425804 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

NA

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

1

2

3

4

5

Sam

ple

ID

23 November 2014


Hollow Stem Auger

0.2 m (OD)


BOREHOLE ID: TH21

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

0.61

2.43

3.28

67

100

100

100

67

37

SS1

SS2

SS3

SS4

SS5

SS6

WH112

2579

5779

21417

799

>50

6>50

Topsoil

SandFine/medium sand, trace silt/clay, trace gravel, loose,light brown, moist

Sandy/Silty ClayFine sandy/silty clay, trace medium sand, tracegravel, compact, brownish grey, moist/wet

Silty Clay and Clayey siltAlternating sequences of silty clay and clayey silt,trace fine sand, dense/loose, grey, saturated

Silty SandSilty fine sand, trace clay, loose, grey, saturated

Sandy GravelFine sandy/silty gravel, trace rock fragments, loose,brownish grey, saturated

Spoon refusal at 3.00 mbgs




Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4999255 N

425788 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

NA

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

1

2

3

4

5

Sam

ple

ID

23 November 2014


Hollow Stem Auger

0.2 m (OD)

SPLIT SPOON

BOREHOLE ID: TH22

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

0.60

3.28

100

100

63

37

0.00Ground Surface

SS1

SS2

SS3

SS4

4468

5101112

4161720

14>50




(W/L 2.68 mbTPVC - Nov 23, 2014)

Topsoil

SandFine/medium sand, trace silt/clay, trace gravel, loose,light brown, moist

Clayey SiltClayey silt, trace fine sand, trace gravel, dense, grey,moist/wet

Loose, saturated, plastic

Compact

Rock fragments from 2.43 to 3.28 mbgs





Description



Notes:

Dep

th (

m)

/E

lev.

(m

.a.s

.l.)

Sheet

1 of 1

Con

stru

ctio

n


(ppm)

WELL COMPLETION

4999158 N

425751 E

Project No.:

Client:

Report:

Site Address:

C-B12835-00-00



8089 Franktown Road

Beckwith, ON

Ground:

TOP:Not Surveyed

Not Surveyed

Elevation

MK

RH

Typ

e

Blo

w C

ount

s

Rec

over

y (%

)

Lab

Ana

lysi

s

Drill Date:

Drilled By:

Drilling Method:

Hole Diameter:

Sym

bol

Dep

th (

m)

-1

0

1

2

3

4

Sam

ple

ID

23 November 2014


Hollow Stem Auger

0.2 m (OD)


BOREHOLE ID: TH23

Logged By:

Checked By:

BH

MW

OB

LO

GV

1.0

C-B

1283

5-0

0-00

RIV

ER

BE

ND

SU

BD

IVIS

ION

1.G

PJ

WE

SA

TE

MP

LAT

E V

1.2.

GD

T 1

6/1

/15

1000010 100 1000

WESA

APPENDIX D

Select Water Quality Results Reproduced from the Ambient Groundwater Geochemistry Study (OGS, 2014)

Appendix D: Select Water Quality ResultsReproduced from the Ambient Groundwater Geochemistry Study for Southern Ontario (OGS, 2014)

Latitude_WGS_84 45.09538655 45.17940901Longitude_WGS_84 -75.79756759 -75.96109239Purging_vol litres 180 200Water_clarity - Clear ClearWater_colour - Colourless ColourlessWater_smell - H2S H2SConductivity muS/cm 492 635pH pH_units 6.5 to 8.5 7.12 7.24ORP_mV mV_Ag-AgCl <91.5 <64.6H2S mg_L_S2- 0.05 0 0.03Ca mg_L 61.65 63.779Mg mg_L 23.79 27.664Na mg_L 200 3.305 23.422K mg_L 2.449 4.352HCO3- mg_L 299 306SO42- mg_L 500 13.59 33.14Cl- mg_L 250 2.79 29.78NO3- mg_L_as_N 10 <0.013 <0.013NO2- mg_L_as_N 1 <0.005 <0.005NH3+NH4+ mg_L_as_N 0.05 0.32TKN mg_L_as_N 0.14 0.3Organic_N mg_L_as_N 0.09 <0.05Br- mg_L <0.02 0.062F- mg_L 1.5 0.343 0.311Iodide_field mu_g_L 11.7 7.6PO43- mg_L <0.04 <0.04DIC mg_L 57 60.2DOC mg_L <1 <1B mg_L 0.077 0.487Fe mg_L 0.3 0.793 0.301Sr mg_L 0.935 4.604Si mg_L 3.705 6.996Total_Coliform counts_100mL 0 0 0Fecal_Coliform counts_100mL 0 0 0Fecal_Col_notes -CH4(aq) mg_L 0.009128 0.039555Insitu_CH4(aq) percent_saturation 0.00606 0.04264TDS mg_L_Calc 500 408.3 493Ag mu_g_L <0.005 <0.005Al mu_g_L 100 <5 <5As mu_g_L 25 0.933 0.106Ba mu_g_L 1000 247.3 181.2Cd mu_g_L 5 <0.01 <0.01Ce mu_g_L 0.0065 0.0141

Parameter Units 12-AG-070 12-AG-073

Sample Date 6/4/2012 6/5/2012

ODWS*

Page 1 of 2

Appendix D: Select Water Quality ResultsReproduced from the Ambient Groundwater Geochemistry Study for Southern Ontario (OGS, 2014)

Parameter Units 12-AG-070 12-AG-073

Sample Date 6/4/2012 6/5/2012

ODWS*

Co mu_g_L 0.697 <0.005Cr mu_g_L 50 <0.02 <0.02Cs mu_g_L 0.0195 0.053Cu mu_g_L 1000 0.33 <0.2Dy mu_g_L 0.0018 0.0045Er mu_g_L 0.0019 0.0056Eu mu_g_L <0.0004 <0.0004Ga mu_g_L 0.0051 0.0028Gd mu_g_L 0.0036 0.0037Hf mu_g_L <0.004 <0.004Hg ng_L 100 <1.5 <1.5Ho mu_g_L 0.00043 0.00096La mu_g_L 0.0051 0.006Li mu_g_L 8.035 23.16Lu mu_g_L 0.00026 0.00139Mn mu_g_L 50 37 14Mo mu_g_L 0.723 0.378Nb mu_g_L <0.001 <0.001Nd mu_g_L 0.0046 0.0054Ni mu_g_L 1.53 0.44Pb mu_g_L 10 0.0181 0.0335Pr mu_g_L 0.0013 0.0018Rb mu_g_L 2.909 6.67Sb mu_g_L <0.01 <0.01Se mu_g_L 10 <0.2 0.25Sm mu_g_L 0.0025 0.0025Sn mu_g_L 0.012 <0.01Ta mu_g_L <0.0003 <0.0003Tb mu_g_L 0.00044 0.0005Th mu_g_L <0.001 <0.001Ti mu_g_L <0.1 <0.1Tl mu_g_L 0.0086 <0.001Tm mu_g_L 0.00063 0.00077U mu_g_L 20 0.738 0.04574V mu_g_L 0.0195 0.0094W mu_g_L <0.01 0.013Y mu_g_L 0.0371 0.0877Yb mu_g_L 0.0022 0.0078Zn mu_g_L 5000 1.1 <1Zr mu_g_L <0.1 <0.1Tritium - 6.3 4.1

*Ontario Drinking-Water Quality Standards Regulation O. Reg. 169/03

Page 2 of 2

WESA

APPENDIX E

Aquifer Test Data and Calculations

Appendix DPUMPING TEST DATA - TW1C-B12835-00-00 Proposed Riverbend Subdivision

Dist. From pumping well(m): 195 m

Time Water Level Drawdown Pumping Rate Comments(min.) (m) (m) (L/min)

0 -1.10 NA 30.3

20 -1.10 0 30.3

70 -1.11 -0.01 30.3 Rise likley due to heavy rain

120 -1.11 -0.01 30.3

150 -1.11 -0.01 30.3240 -1.11 -0.01 30.3310 -1.11 -0.01 30.3 No Drawdown Observed

Static Water Level: -1.10 mbTOC (Flowing) Pump off: 15:19 (October 16, 2014)

OBSERVATION WELL - TW4 Well type: Drilled open hole bedrock wellMeas. point for W/L: Top Of Casing (TOC)

Data type: Manual Pump on: 11:19 (October 16, 2014)

Notes:NA - Not ApplicableNV - No Value


How Q Measured: ManualDist. From pumping well(m): NAMeas. point for W/L: Top Of Casing (TOC)

Static Water Level: -2.65 mbTOC (Flowing)


0.00 Flowing NA 30.3































Pumping rate: 8 USGPM or 30.3 L/min

PUMPING WELL - TW1 Well type: Drilled open hole bedrock wellPump Type: 1/2 HP SubmersiblePump Depth: 23 mbTOCPump on: 11:19 (October 16, 2014)

Data type: Manual Pump off: 15:19 (October 16, 2014)



Time Water Level Drawdown Pumping Rate Comments(min.) (m) (m) (L/min)11.00 Flowing NA 30.3





















180.00 Flowing NA 30.3 Sample collected at 180 mins






360.00 Flowing NA 30.3 Sample collected at 360 mins

No Drawdown recorded, therefore no recovery data was collected




Static Water Level: 0.06 mbTOC


0.00 0.06 NA 30.3

0.25 0.25 0.19 30.3

0.50 0.27 0.21 30.3

0.75 0.58 0.52 30.3

1.00 0.68 0.62 30.3

1.25 0.74 0.68 30.3

1.50 0.79 0.73 30.3

1.75 0.82 0.76 30.3

2.00 0.84 0.78 30.3

2.25 0.85 0.79 30.3

2.50 0.87 0.81 30.3

2.75 0.88 0.82 30.3

3.00 0.89 0.83 30.3

3.25 0.89 0.83 30.3

3.50 0.89 0.83 30.3

3.75 0.89 0.83 30.3

4.00 0.90 0.84 30.3

4.25 0.90 0.84 30.3

4.50 0.90 0.84 30.3

4.75 0.90 0.84 30.3

5.00 0.90 0.84 30.3

5.50 0.90 0.84 30.3

6.00 0.90 0.84 30.3

6.50 0.90 0.84 30.3

7.00 0.90 0.84 30.3

7.50 0.90 0.84 30.3

8.00 0.90 0.84 30.3

8.50 0.90 0.84 30.3

9.00 0.90 0.84 30.3

9.50 0.90 0.84 30.3

10.00 0.90 0.84 30.3







11.00 0.90 0.84 30.3

12.00 0.91 0.85 30.3

13.00 0.91 0.85 30.3

14.00 0.91 0.85 30.3

15.00 0.91 0.85 30.3

16.00 0.91 0.85 30.3

17.00 0.91 0.85 30.3

18.00 0.91 0.85 30.3

19.00 0.91 0.85 30.3

20.00 0.91 0.85 30.3

25.00 0.91 0.85 30.3

30.00 0.91 0.85 30.3

35.00 0.91 0.85 30.3

40.00 0.91 0.85 30.3

45.00 0.91 0.85 30.3

50.00 0.91 0.85 30.3

55.00 0.91 0.85 30.3

60.00 0.91 0.85 30.3

90.00 0.91 0.85 30.3

120.00 0.91 0.85 30.3

150.00 0.91 0.85 30.3

180.00 0.91 0.85 30.3 Sample collected at 180 mins

210.00 0.91 0.85 30.3

240.00 0.91 0.85 30.3

270.00 0.92 0.86 30.3

300.00 0.92 0.86 30.3

330.00 0.93 0.87 30.3


360.25 0.65 0.59 Recovery

360.50 0.37 0.31 Recovery

360.75 0.25 0.19 Recovery

361.00 0.18 0.12 Recovery

361.25 0.15 0.09 Recovery

361.50 0.11 0.05 Recovery

361.75 0.09 0.03 Recovery

362.00 0.08 0.02 Recovery

362.25 0.08 0.02 Recovery




362.50 0.08 0.02 Recovery

362.75 0.08 0.02 Recovery

363.00 0.08 0.02 Recovery

363.25 0.08 0.02 Recovery

363.50 0.08 0.02 Recovery

363.75 0.08 0.02 Recovery

364.00 0.08 0.02 Recovery

364.25 0.08 0.02 Recovery

364.50 0.08 0.02 Recovery

364.75 0.08 0.02 Recovery

365.00 0.08 0.02 Recovery

365.50 0.08 0.02 Recovery

366.00 0.08 0.02 Recovery





0 Flowing NA 30.3

40 Flowing 0 30.3

75 Flowing 0 30.3

150 Flowing 0 30.3260 Flowing 0 30.3320 Flowing 0 30.3 No Drawdown Observed

Static Water Level: Flowing Pump off: 18:35 (October 16, 2014)




Location: Beckwith, ON Pumping Test: TW2 Pumping Well: TW2

Test Conducted by: M. Klein Test Date: 16/10/2014 Discharge: variable, average rate 8 [U.S. gal/min]

Observation Well: TW2 Static Water Level [m]: 0.06 Radial Distance to PW [m]: -

Pumping Test - Water Level Data Page 1 of 2

Project: Proposed Riverbend Mixed Use Subdivision

Number: C-B12835-00-00

Client: Westboro Mortgage Corp.

WESA, a division of BluMetric Environmental Inc.3108 Carp Road, PO Box 430Ottawa, OntarioK0A 1L0

Time[min]

Water Level[m]

Drawdown[m]

1 0 0.06 0.00

2 0.25 0.25 0.19

3 0.5 0.27 0.21

4 0.75 0.58 0.52

5 1 0.68 0.62

6 1.25 0.74 0.68

7 1.5 0.79 0.73

8 1.75 0.82 0.76

9 2 0.84 0.78

10 2.25 0.85 0.79

11 2.5 0.87 0.81

12 2.75 0.88 0.82

13 3 0.89 0.83

14 3.25 0.89 0.83

15 3.5 0.89 0.83

16 3.75 0.89 0.83

17 4 0.90 0.84

18 4.25 0.90 0.84

19 4.5 0.90 0.84

20 4.75 0.90 0.84

21 5 0.90 0.84

22 5.5 0.90 0.84

23 6 0.90 0.84

24 6.5 0.90 0.84

25 7 0.90 0.84

26 7.5 0.90 0.84

27 8 0.90 0.84

28 8.5 0.90 0.84

29 9 0.90 0.84

30 9.5 0.90 0.84

31 10 0.90 0.84

32 11 0.90 0.84

33 12 0.91 0.85

34 13 0.91 0.85

35 14 0.91 0.85

36 15 0.91 0.85

37 16 0.91 0.85

38 17 0.91 0.85

39 18 0.91 0.85

40 19 0.91 0.85

41 20 0.91 0.85

42 25 0.91 0.85

43 30 0.91 0.85

44 35 0.91 0.85

45 40 0.91 0.85

46 45 0.91 0.85

47 50 0.91 0.85

48 55 0.91 0.85

49 60 0.91 0.85

50 90 0.91 0.85

51 120 0.91 0.85

52 150 0.91 0.85

53 180 0.91 0.85

54 210 0.91 0.85

55 240 0.91 0.85

56 270 0.92 0.86

57 300 0.92 0.86



Number: C-B12835-00-00



Time[min]

Water Level[m]

Drawdown[m]

58 330 0.93 0.87

59 360 0.93 0.87

60 360.25 0.65 0.59

61 360.5 0.37 0.31

62 360.75 0.25 0.19

63 361 0.18 0.12

64 361.25 0.15 0.09

65 361.5 0.11 0.05

66 361.75 0.09 0.03

67 362 0.08 0.02

68 362.25 0.08 0.02

69 362.5 0.08 0.02

70 362.75 0.08 0.02

71 363 0.08 0.02

72 363.25 0.08 0.02

73 363.5 0.08 0.02

74 363.75 0.08 0.02

75 364 0.08 0.02

76 364.25 0.08 0.02

77 364.5 0.08 0.02

78 364.75 0.08 0.02

79 365 0.08 0.02

80 365.5 0.08 0.02

81 366 0.08 0.02

Pumping Test Analysis Report


Number: C-B12835-00-00




Test Conducted by: M. Klein Test Date: 16/10/2014

Analysis Performed by: M. Klein Theis Analysis Date: 27/11/2014

Aquifer Thickness: Discharge: variable, average rate 8 [U.S. gal/min]

0 1 10 100 1000

Time [min]

0

0

1

Draw

do

wn

[m

]

TW2

Calculation using Theis

Observation Well Transmissivity

[m²/s]

Storage coefficient Radial Distance to PW

[m]

TW2 3.50 × 10-3

1.00 × 10-30

0.1



Number: C-B12835-00-00





Analysis Performed by: M. Klein Theis Recovery Analysis Date: 27/11/2014


10 100 1000 10000

t/t'

0

0

0

1

1

1

resid

ual

draw

do

wn

[m

]

TW2

Calculation using THEIS & JACOB


[m²/s]

Radial Distance to PW

[m]

TW2 1.70 × 10-4

0.1



Number: C-B12835-00-00





Analysis Performed by: M. Klein Agarwal Skin Analysis Date: 07/12/2014


0 1 10 100 1000

Time [min]

0.01

0.10

1.00

Draw

do

wn

[m

]

TW2 TW2 (Derivative)

Calculation using Agarwal skin


[m²/s]

Well-bore storage coefficient

Skin factor Radial Distance to PW

[m]

TW2 1.10 × 10-3

5.71 × 10-9

3.52 × 10-4

0.1




0 0.04 NA 30.3

20 0.04 0 30.3

55 0.04 0 30.3

195 0.04 0 30.3320 0.04 0 30.3340 0.04 0 30.3 No Drawdown Observed

Static Water Level: 0.04 mbTOC Pump off: 16:50 (October 17, 2014)






Static Water Level: Artesian (assumed 0.00)


0.00 Artesian 0.00 30.3

0.25 NV NV 30.3

0.50 0.08 0.08 30.3

0.75 0.09 0.09 30.3

1.00 0.10 0.10 30.3

1.25 0.11 0.11 30.3

1.50 0.12 0.12 30.3

1.75 0.13 0.13 30.3

2.00 0.13 0.13 30.3

2.25 0.14 0.14 30.3

2.50 0.14 0.14 30.3

2.75 0.15 0.15 30.3

3.00 0.15 0.15 30.3

3.25 0.16 0.16 30.3

3.50 0.16 0.16 30.3

3.75 0.16 0.16 30.3

4.00 0.17 0.17 30.3

4.25 0.17 0.17 30.3

4.50 0.17 0.17 30.3

4.75 0.17 0.17 30.3

5.00 0.17 0.17 30.3

5.50 0.18 0.18 30.3

6.00 0.18 0.18 30.3

6.50 0.18 0.18 30.3

7.00 0.19 0.19 30.3

7.50 0.19 0.19 30.3

8.00 0.19 0.19 30.3

8.50 0.19 0.19 30.3

9.00 0.20 0.20 30.3

9.50 0.20 0.20 30.3

10.00 0.20 0.20 30.3







11.00 0.20 0.20 30.3

12.00 0.21 0.21 30.3

13.00 0.21 0.21 30.3

14.00 0.21 0.21 30.3

15.00 0.21 0.21 30.3

16.00 0.21 0.21 30.3

17.00 0.22 0.22 30.3

18.00 0.22 0.22 30.3

19.00 0.22 0.22 30.3

20.00 0.22 0.22 30.3

25.00 0.23 0.23 30.3

30.00 0.24 0.24 30.3

35.00 0.24 0.24 30.3

40.00 0.25 0.25 30.3

45.00 0.25 0.25 30.3

50.00 0.26 0.26 30.3

55.00 0.26 0.26 30.3

60.00 0.27 0.27 30.3

90.00 0.30 0.30 30.3

120.00 0.31 0.31 30.3

150.00 0.33 0.33 30.3


210.00 0.36 0.36 30.3

240.00 0.36 0.36 30.3

270.00 0.36 0.36 30.3

300.00 0.36 0.36 30.3

330.00 0.36 0.36 30.3


360.25 0.31 0.31 Recovery

360.50 0.29 0.29 Recovery

360.75 0.27 0.27 Recovery

361.00 0.26 0.26 Recovery

361.25 0.26 0.26 Recovery

361.50 0.26 0.26 Recovery

361.75 0.25 0.25 Recovery

362.00 0.24 0.24 Recovery

362.25 0.24 0.24 Recovery




362.50 0.23 0.23 Recovery

362.75 0.23 0.23 Recovery

363.00 0.22 0.22 Recovery

363.25 0.22 0.22 Recovery

363.50 0.22 0.22 Recovery

363.75 0.21 0.21 Recovery

364.00 0.21 0.21 Recovery

364.25 0.20 0.20 Recovery

364.50 0.20 0.20 Recovery

364.75 0.20 0.20 Recovery

365.00 0.20 0.20 Recovery

365.50 0.19 0.19 Recovery

366.00 0.19 0.19 Recovery

366.50 0.19 0.19 Recovery

367.00 0.19 0.19 Recovery

368.00 0.19 0.19 Recovery

369.00 0.18 0.18 Recovery

370.00 0.18 0.18 Recovery

371.00 0.18 0.18 Recovery

372.00 0.17 0.17 Recovery

373.00 0.17 0.17 Recovery

374.00 0.16 0.16 Recovery

375.00 0.15 0.15 Recovery

376.00 0.15 0.15 Recovery

377.00 0.14 0.14 Recovery

378.00 0.14 0.14 Recovery

379.00 0.14 0.14 Recovery

380.00 0.14 0.14 Recovery

381.00 0.13 0.13 Recovery

382.00 0.13 0.13 Recovery

383.00 0.12 0.12 Recovery

384.00 0.12 0.12 Recovery

385.00 0.12 0.12 Recovery

386.00 0.12 0.12 Recovery

387.00 0.11 0.11 Recovery

388.00 0.11 0.11 Recovery

389.00 0.11 0.11 Recovery

390.00 0.11 0.11 Recovery

391.00 0.11 0.11 Recovery

438.00 0.05 0.05 Recovery







Number: C-B12835-00-00



Time[min]

Water Level[m]

Drawdown[m]

1 0 0.00 0.00

2 0.25 0.00 0.00

3 0.5 0.08 0.08

4 0.75 0.09 0.09

5 1 0.10 0.10

6 1.25 0.11 0.11

7 1.5 0.12 0.12

8 1.75 0.13 0.13

9 2 0.13 0.13

10 2.25 0.14 0.14

11 2.5 0.14 0.14

12 2.75 0.15 0.15

13 3 0.15 0.15

14 3.25 0.16 0.16

15 3.5 0.16 0.16

16 3.75 0.16 0.16

17 4 0.17 0.17

18 4.25 0.17 0.17

19 4.5 0.17 0.17

20 4.75 0.17 0.17

21 5 0.17 0.17

22 5.5 0.18 0.18

23 6 0.18 0.18

24 6.5 0.18 0.18

25 7 0.19 0.19

26 7.5 0.19 0.19

27 8 0.19 0.19

28 8.5 0.19 0.19

29 9 0.20 0.20

30 9.5 0.20 0.20

31 10 0.20 0.20

32 11 0.20 0.20

33 12 0.21 0.21

34 13 0.21 0.21

35 14 0.21 0.21

36 15 0.21 0.21

37 16 0.21 0.21

38 17 0.22 0.22

39 18 0.22 0.22

40 19 0.22 0.22

41 20 0.22 0.22

42 25 0.23 0.23

43 30 0.24 0.24

44 35 0.24 0.24

45 40 0.25 0.25

46 45 0.25 0.25

47 50 0.26 0.26

48 55 0.26 0.26

49 60 0.27 0.27

50 90 0.30 0.30

51 120 0.31 0.31

52 150 0.33 0.33

53 180 0.35 0.35

54 210 0.36 0.36

55 240 0.36 0.36

56 270 0.36 0.36

57 300 0.36 0.36



Number: C-B12835-00-00



Time[min]

Water Level[m]

Drawdown[m]

58 330 0.36 0.36

59 360 0.36 0.36

60 360.25 0.31 0.31

61 360.5 0.29 0.29

62 360.75 0.27 0.27

63 361 0.26 0.26

64 361.25 0.26 0.26

65 361.5 0.26 0.26

66 361.75 0.25 0.25

67 362 0.24 0.24

68 362.25 0.24 0.24

69 362.5 0.23 0.23

70 362.75 0.23 0.23

71 363 0.22 0.22

72 363.25 0.22 0.22

73 363.5 0.22 0.22

74 363.75 0.21 0.21

75 364 0.21 0.21

76 364.25 0.20 0.20

77 364.5 0.20 0.20

78 364.75 0.20 0.20

79 365 0.20 0.20

80 365.5 0.19 0.19

81 366 0.19 0.19

82 366.5 0.19 0.19

83 367 0.19 0.19

84 368 0.19 0.19

85 369 0.18 0.18

86 370 0.18 0.18

87 371 0.18 0.18

88 372 0.17 0.17

89 373 0.17 0.17

90 374 0.16 0.16

91 375 0.15 0.15

92 376 0.15 0.15

93 377 0.14 0.14

94 378 0.14 0.14

95 379 0.14 0.14

96 380 0.14 0.14

97 381 0.13 0.13

98 382 0.13 0.13

99 383 0.12 0.12

100 384 0.12 0.12

101 385 0.12 0.12

102 386 0.12 0.12

103 387 0.11 0.11

104 388 0.11 0.11

105 389 0.11 0.11

106 390 0.11 0.11

107 391 0.11 0.11

108 438 0.05 0.05



Number: C-B12835-00-00





Analysis Performed by: M. Klein Theis Analysis Date: 27/11/2014


0 1 10 100 1000

Time [min]

0

0

1

Draw

do

wn

[m

]

TW3



[m²/s]


[m]

TW3 9.33 × 10-4

5.00 × 10-1

0.1



Number: C-B12835-00-00







1 10 100 1000 10000

t/t'

0

0

0

0

0

1

resid

ual

draw

do

wn

[m

]

TW3



[m²/s]


[m]

TW3 8.39 × 10-4

0.1



Number: C-B12835-00-00





Analysis Performed by: M. Klein Agarwal Skin Analysis Date: 08/12/2014


0 1 10 100 1000

Time [min]

0.01

0.10

1.00

Draw

do

wn

[m

]




[m²/s]



[m]

TW3 8.79 × 10-4

5.00 × 10-1

2.28 × 10-3

0.1



Static Water Level: -1.10 mbTOC (Flowing)


0.00 Flowing (assumed 0.00) NA 30.3

0.25 0.28 0.28 30.3

0.50 Missed Missed 30.3 Missed water Level

0.75 0.75 0.75 30.3

1.00 0.91 0.91 30.3

1.25 1.11 1.11 30.3

1.50 1.24 1.24 30.3

1.75 1.39 1.39 30.3

2.00 1.51 1.51 30.3

2.25 1.64 1.64 30.3

2.50 1.71 1.71 30.3

2.75 1.81 1.81 30.3

3.00 1.88 1.88 30.3

3.25 1.94 1.94 30.3

3.50 2.00 2.00 30.3

3.75 2.05 2.05 30.3

4.00 2.10 2.10 30.3

4.25 2.15 2.15 30.3

4.50 2.18 2.18 30.3

4.75 2.20 2.20 30.3

5.00 2.23 2.23 30.3

5.50 2.28 2.28 30.3

6.00 2.31 2.31 30.3

6.50 2.35 2.35 30.3

7.00 2.37 2.37 30.3

7.50 2.38 2.38 30.3

8.00 2.38 2.38 30.3

8.50 2.39 2.39 30.3

9.00 2.40 2.40 30.3

9.50 2.41 2.41 30.3

10.00 2.41 2.41 30.3







11.00 2.42 2.42 30.3

12.00 2.42 2.42 30.3

13.00 2.43 2.43 30.3

14.00 2.43 2.43 30.3

15.00 2.43 2.43 30.3

16.00 2.43 2.43 30.3

17.00 2.43 2.43 30.3

18.00 2.43 2.43 30.3

19.00 2.43 2.43 30.3

20.00 2.43 2.43 30.3

25.00 2.43 2.43 30.3

30.00 2.42 2.42 30.3

35.00 2.4 2.4 30.3

40.00 2.39 2.39 30.3

45.00 2.37 2.37 30.3

50.00 2.34 2.34 30.3

55.00 2.34 2.34 30.3

60.00 2.33 2.33 30.3

90.00 2.25 2.25 30.3

120.00 2.23 2.23 30.3

150.00 2.21 2.21 30.3


210.00 2.16 2.16 30.3

240.00 2.16 2.16 30.3

270.00 2.14 2.14 30.3

300.00

330.00 1.9 1.9 30.3

360.00 2.01 2.01 30.3

360.25 1.93 1.93 Recovery

360.50 1.51 1.51 Recovery

360.75 1.15 1.15 Recovery

361.00 0.81 0.81 Recovery

361.25 0.53 0.53 Recovery

361.50 0.25 0.25 Recovery

361.75 0.04 0.04 Recovery362.00 Flowing NA Recovery

pump malfunction, interruption between 288 and 297 mins Exclude data from analysis between 300 and 360 mins, sample collected at 360 mins





0 Flowing NA 30.3

30 Flowing NA 30.3

60 Flowing NA 30.3

120 Flowing NA 30.3

180 Flowing NA 30.3

240 Flowing NA 30.3300 Flowing NA 30.3330 Flowing NA 30.3 No Drawdown Observed

Static Water Level: -2.65 mbTOC (flowing) Pump off: 14:20 (October 17, 2014)









Number: C-B12835-00-00



Time[min]

Water Level[m]

Drawdown[m]

1 0.25 0.28 0.28

2 0.75 0.75 0.75

3 1 0.91 0.91

4 1.25 1.11 1.11

5 1.5 1.24 1.24

6 1.75 1.39 1.39

7 2 1.51 1.51

8 2.25 1.64 1.64

9 2.5 1.71 1.71

10 2.75 1.81 1.81

11 3 1.88 1.88

12 3.25 1.94 1.94

13 3.5 2.00 2.00

14 3.75 2.05 2.05

15 4 2.10 2.10

16 4.25 2.15 2.15

17 4.5 2.18 2.18

18 4.75 2.20 2.20

19 5 2.23 2.23

20 5.5 2.28 2.28

21 6 2.31 2.31

22 6.5 2.35 2.35

23 7 2.37 2.37

24 7.5 2.38 2.38

25 8 2.38 2.38

26 8.5 2.39 2.39

27 9 2.40 2.40

28 9.5 2.41 2.41

29 10 2.41 2.41

30 11 2.42 2.42

31 12 2.42 2.42

32 13 2.43 2.43

33 14 2.43 2.43

34 15 2.43 2.43

35 16 2.43 2.43

36 17 2.43 2.43

37 18 2.43 2.43

38 19 2.43 2.43

39 20 2.43 2.43

40 25 2.43 2.43

41 30 2.42 2.42

42 35 2.40 2.40

43 40 2.39 2.39

44 45 2.37 2.37

45 50 2.34 2.34

46 55 2.34 2.34

47 60 2.33 2.33

48 90 2.25 2.25

49 120 2.23 2.23

50 150 2.21 2.21

51 180 2.17 2.17

52 210 2.16 2.16

53 240 2.16 2.16

54 270 2.14 2.14

55 360 2.01 2.01

56 360.25 1.93 1.93

57 360.5 1.51 1.51



Number: C-B12835-00-00



Time[min]

Water Level[m]

Drawdown[m]

58 360.75 1.15 1.15

59 361 0.81 0.81

60 361.25 0.53 0.53

61 361.5 0.25 0.25

62 361.75 0.04 0.04

63 362 0.00 0.00



Number: C-B12835-00-00





Analysis Performed by: M. Klein Theis - Early Analysis Date: 27/11/2014


0 1 10 100 1000

Time [min]

0.01

0.10

1.00

10.00

Draw

dow

n [

m]

TW4



[m²/s]


[m]

TW4 5.18 × 10-5

2.14 × 10-1

0.1



Number: C-B12835-00-00





Analysis Performed by: M. Klein Theis - Late Analysis Date: 27/11/2014


0 1 10 100 1000

Time [min]

0

0

1

10

Draw

dow

n [

m]

TW4



[m²/s]


[m]

TW4 1.25 × 10-3

1.00 × 10-30

0.1



Number: C-B12835-00-00







100 1000 10000

t/t'

0

1

1

2

2

3

resid

ual

draw

do

wn

[m

]

TW4



[m²/s]


[m]

TW4 4.08 × 10-5

0.1



Number: C-B12835-00-00





Analysis Performed by: M. Klein TW4 Agarwal Analysis Date: 08/12/2014


0 1 10 100 1000

Time [min]

0.01

0.10

1.00

10.00

Draw

dow

n [

m]




[m²/s]



[m]

TW4 1.00 × 10-3

4.39 × 10-25

2.57 × 10-1

0.1

WESA

APPENDIX F

Laboratory Certificates of Analysis

MAXXAM JOB #: B4J3569Received: 2014/10/16, 19:01

CERTIFICATE OF ANALYSIS – REVISED REPORT

Your Project #: C-B12835-00-00Your C.O.C. #: 489020-02-01

Report Date: 2014/11/06Report #: R3213047Version: 2 - Revision

Attention:Mathieu Klein

WESA IncPO Box 4303108 Carp RdCarp, ONK0A 1L0

Sample Matrix: Water# Samples Received: 4

ReferenceLaboratory MethodDateAnalyzed

DateExtractedQuantityAnalyses

SM 22 2320 B mCAM SOP-004482014/10/21N/A4Alkalinity (1)

APHA 4500-CO2 DCAM SOP-001022014/10/21N/A4Carbonate, Bicarbonate and Hydroxide (1)

EPA 325.2 mCAM SOP-004632014/10/20N/A4Chloride by Automated Colourimetry (1)

SM 22 2120 mCAM SOP-004122014/10/20N/A4Colour (1)

SM 22 2510 mCAM SOP-004142014/10/21N/A4Conductivity (1)

SM 22 5310 B mCAM SOP-004462014/10/20N/A4Dissolved Organic Carbon (DOC) (1, 2)

SM 22 4500-F C mCAM SOP-004492014/10/212014/10/184Fluoride (1)

SM 2340 BCAM SOP00102/00408/00447

2014/10/21N/A4Hardness (calculated as CaCO3) (1)

EPA 6020OTT SOP-000032014/10/20N/A4Dissolved Metals by ICPMS

2014/10/21N/A4Ion Balance (% Difference) (1)

2014/10/21N/A4Anion and Cation Sum (1)

MOE E3407CAM SOP-005512014/10/18N/A4Total Coliforms/ E. coli, CFU/100mL (1)

SM 9222DCAM SOP-005522014/10/18N/A4Fecal coliform, (CFU/100mL) (1)

SM 9230CCAM SOP-005112014/10/18N/A4Fecal streptococcus,(CFU/100mL) (1)

SM 9215BCAM SOP-005122014/10/18N/A4Heterotrophic plate count, (CFU/mL) (1)

EPA GS I-2522-90 mCAM SOP-004412014/10/23N/A4Total Ammonia-N (1)

SM 22 4500-NO3I/NO2BCAM SOP-004402014/10/21N/A4Nitrate (NO3) and Nitrite (NO2) in Water (1, 3)

SM 22 4500 mAPHA Standard Methods2014/11/04N/A4Organic Nitrogen (1)

SM 4500H+ BCAM SOP-004132014/10/21N/A4pH (1)

OMOE E3179 mCAM SOP-004442014/10/21N/A1Phenols (4AAP) (1)


EPA 365.1 mCAM SOP-004612014/11/06N/A4Orthophosphate (1)

EPA 375.4 mCAM SOP-004642014/10/20N/A4Sulphate by Automated Colourimetry (1)

SM 22 4500-S G mCAM SOP-004552014/10/18N/A4Sulphide (1)

SM 22 5550 B mCAM SOP-004102014/10/21N/A4Tannins & Lignins (1)

SM 22 2540C mCAM SOP-004282014/10/19N/A4Total Dissolved Solids (1)

EPA 351.2 mCAM SOP-004542014/10/242014/10/234Total Kjeldahl Nitrogen in Water (1)

SM 22 2130 B mCAM SOP-004172014/10/19N/A4Turbidity (1)

Page 1 of 15

Maxxam Analytics International Corporation o/a Maxxam Analytics 32 Colonnade Rd, Unit #1000, Nepean, ON K2E 7J6 Phone: 613 274-0573 Fax: 613 274-0574 Website: www.maxxam.ca







Maxxam Analytics has performed all analytical testing herein in accordance with ISO 17025 and the Protocol for Analytical Methods Used in theAssessment of Properties under Part XV.1 of the Environmental Protection Act. All methodologies comply with this document and are validated for use inthe laboratory. The methods and techniques employed in this analysis conform to the performance criteria (detection limits, accuracy and precision) asoutlined in the Protocol for Analytical Methods Used in the Assessment of Properties under Part XV.1 of the Environmental Protection Act.

The CWS PHC methods employed by Maxxam conform to all prescribed elements of the reference method and performance based elements have beenvalidated. All modifications have been validated and proven equivalent following the 'Alberta Environment Draft Addenda to the CWS-PHC, Appendix 6,Validation of Alternate Methods'. Documentation is available upon request. Maxxam has made the following improvements to the CWS-PHC referencebenchmark method: (i) Headspace for F1; and, (ii) Mechanical extraction for F2-F4. Note: F4G cannot be added to the C6 to C50 hydrocarbons. Theextraction date for samples field preserved with methanol for F1 and Volatile Organic Compounds is considered to be the date sampled.

Maxxam Analytics is accredited for all specific parameters as required by Ontario Regulation 153/04. Maxxam Analytics is limited in liability to the actualcost of analysis unless otherwise agreed in writing. There is no other warranty expressed or implied. Samples will be retained at Maxxam Analytics for threeweeks from receipt of data or as per contract.

Remarks:

* RPDs calculated using raw data. The rounding of final results may result in the apparent difference.

(1) This test was performed by Maxxam Analytics Mississauga(2) Dissolved Organic Carbon (DOC) present in the sample should be considered as non-purgeable DOC.(3) Values for calculated parameters may not appear to add up due to rounding of raw data and significant figures.

Encryption Key

Please direct all questions regarding this Certificate of Analysis to your Project Manager.Parnian Baber, Project ManagerEmail: [email protected]# (613) 274-0573==================================================================== Maxxam has procedures in place to guard against improper use of the electronic signature and have the required "signatories", as per section 5.10.2 of ISO/IEC 17025:2005(E), signing the reports. For Service Group specific validation please refer to the Validation Signature Page.

Total Cover Pages : 2Page 2 of 15


Maxxam Job #: B4J3569Report Date: 2014/11/06

WESA IncClient Project #: C-B12835-00-00Sampler Initials: MK

RCAP - COMPREHENSIVE (WATER)

N/A = Not Applicable

Lab-Dup = Laboratory Initiated Duplicate

QC Batch = Quality Control Batch

RDL = Reportable Detection Limit

37903400.10<0.10<0.10<0.10<0.10mg/LNitrate + Nitrite

37903400.10<0.10<0.10<0.10<0.10mg/LNitrate (N)

37903400.010<0.010<0.010<0.010<0.010mg/LNitrite (N)

379031717173303030mg/LDissolved Chloride (Cl)

37903881.0270270260260mg/LAlkalinity (Total as CaCO3)

379032416463393939mg/LDissolved Sulphate (SO4)

3790391N/A8.038.018.077.99pHpH

37903330.201.11.11.61.6mg/LDissolved Organic Carbon

37903891.0820830640650umho/cmConductivity

37939930.0500.140.130.150.16mg/LTotal Ammonia-N

Inorganics

3788517N/A1.170.7702.402.42%Ion Balance (% Difference)

37884071.0360360300300mg/LHardness (CaCO3)

3788518N/A8.868.827.247.21me/LCation Sum

37890411.02.62.52.92.4mg/LCarb. Alkalinity (calc. as CaCO3)

37890411.0260260260260mg/LBicarb. Alkalinity (calc. as CaCO3)

3788518N/A8.658.696.906.87me/LAnion Sum

Calculated Parameters

QC BatchRDLTW2-6HTW2-3HTW1-6HTW1-3HLab-Dup

TW1-3HUnits

489020-02-01489020-02-01489020-02-01489020-02-01489020-02-01COC Number

2014/10/16 18:15

2014/10/16 15:35

2014/10/16 17:20

2014/10/16 14:20

2014/10/16 14:20

Sampling Date

YA6444YA6443YA6442YA6441YA6441Maxxam ID

Page 3 of 15




RESULTS OF ANALYSES OF WATER




37902800.27.1NTUTurbidity

37924770.2<0.2mg/LTannins & Lignins

37902990.020<0.020<0.020mg/LSulphide

37904280.0010<0.0010<0.0010mg/LPhenols-4AAP

38119380.010<0.010mg/LOrthophosphate (P)

37964520.100.17mg/LTotal Kjeldahl Nitrogen (TKN)

37903900.100.30mg/LFluoride (F-)

379056810518mg/LTotal Dissolved Solids

37904222<2TCUColour

Inorganics

38104090.1<0.1mg/LTotal Organic Nitrogen


QC BatchRDLTW2-6HLab-Dup

TW2-6HUnits

489020-02-01489020-02-01COC Number

2014/10/16 18:15

2014/10/16 18:15

Sampling Date

YA6444YA6444Maxxam ID




37902800.2173.63.8NTUTurbidity

37924770.2<0.20.20.3mg/LTannins & Lignins

37902990.0200.031<0.020<0.020mg/LSulphide

37904180.0010<0.0010<0.0010<0.0010<0.0010mg/LPhenols-4AAP

38119380.010<0.010<0.010<0.010mg/LOrthophosphate (P)

37964520.100.220.220.220.21mg/LTotal Kjeldahl Nitrogen (TKN)

37903900.100.300.400.41mg/LFluoride (F-)


37904222<2<2<2TCUColour

Inorganics

38104090.1<0.1<0.1<0.1mg/LTotal Organic Nitrogen


QC BatchRDLTW2-3HTW1-6HLab-Dup

TW1-6HTW1-3HLab-Dup

TW1-3HUnits

489020-02-01489020-02-01489020-02-01489020-02-01489020-02-01COC Number

2014/10/16 15:35

2014/10/16 17:20

2014/10/16 17:20

2014/10/16 14:20

2014/10/16 14:20

Sampling Date

YA6443YA6442YA6442YA6441YA6441Maxxam ID

Page 4 of 15




ELEMENTS BY ATOMIC SPECTROSCOPY (WATER)



37907120.10.60.60.40.4ug/LDissolved Uranium (U)

37907120.05<0.05<0.05<0.05<0.05ug/LDissolved Thallium (Tl)

379071211700170019001900ug/LDissolved Strontium (Sr)

379071210033000320002400023000ug/LDissolved Sodium (Na)

37907120.1<0.1<0.1<0.1<0.1ug/LDissolved Silver (Ag)

37907122<2<2<2<2ug/LDissolved Selenium (Se)

37907122004600460048004800ug/LDissolved Potassium (K)

379071211112ug/LDissolved Nickel (Ni)

37907120.50.80.80.60.6ug/LDissolved Molybdenum (Mo)

37907122202188ug/LDissolved Manganese (Mn)

37907125036000360003100031000ug/LDissolved Magnesium (Mg)

37907120.5<0.5<0.5<0.5<0.5ug/LDissolved Lead (Pb)

3790712100490350340360ug/LDissolved Iron (Fe)

37907121<1<1<1<1ug/LDissolved Copper (Cu)

37907125<5<5<5<5ug/LDissolved Chromium (Cr)

379071220086000860007000070000ug/LDissolved Calcium (Ca)

37907120.1<0.1<0.1<0.1<0.1ug/LDissolved Cadmium (Cd)

379071210170180240240ug/LDissolved Boron (B)

37907120.5<0.5<0.5<0.5<0.5ug/LDissolved Beryllium (Be)

37907122110110110110ug/LDissolved Barium (Ba)

37907121<1<1<1<1ug/LDissolved Arsenic (As)

37907120.5<0.5<0.5<0.5<0.5ug/LDissolved Antimony (Sb)

37907125<5<55<5ug/LDissolved Aluminum (Al)

Metals

QC BatchRDLTW2-6HTW2-3HTW1-6HTW1-3HUnits

489020-02-01489020-02-01489020-02-01489020-02-01COC Number

2014/10/16 18:15

2014/10/16 15:35

2014/10/16 17:20

2014/10/16 14:20

Sampling Date

YA6444YA6443YA6442YA6441Maxxam ID

Page 5 of 15




MICROBIOLOGY (WATER)


37901420000CFU/100mLEscherichia coli

379014200113CFU/100mLTotal Coliforms

379014287001CFU/100mLBackground

3790148160054001CFU/mLHeterotrophic plate count

37901440000CFU/100mLFecal streptococcus

37901470000CFU/100mLFecal coliform

Microbiological

QC BatchTW2-6HTW2-3HTW1-6HTW1-3HUnits

489020-02-01489020-02-01489020-02-01489020-02-01COC Number

2014/10/16 18:15

2014/10/16 15:35

2014/10/16 17:20

2014/10/16 14:20

Sampling Date

YA6444YA6443YA6442YA6441Maxxam ID

Page 6 of 15




TEST SUMMARY

AnalystDate AnalyzedExtractedBatchInstrumentationTest Description

Maxxam ID: YA6441 Collected: 2014/10/16Sample ID: TW1-3H

Matrix: WaterShipped:

Received: 2014/10/16

Surinder Rai2014/10/21N/A3790388PHAlkalinity

Automated Statchk2014/10/21N/A3789041CALCCarbonate, Bicarbonate and Hydroxide

Deonarine Ramnarine2014/10/20N/A3790317ACChloride by Automated Colourimetry

Christine Pham2014/10/20N/A3790422SPECColour

Surinder Rai2014/10/21N/A3790389CONDConductivity

Elsamma Alex2014/10/20N/A3790333TOCV/NDIRDissolved Organic Carbon (DOC)

Surinder Rai2014/10/212014/10/183790390FFluoride

Automated Statchk2014/10/21N/A3788407Hardness (calculated as CaCO3)

Raigamage Perera2014/10/20N/A3790712ICP/MSDissolved Metals by ICPMS

Automated Statchk2014/10/21N/A3788517CALCIon Balance (% Difference)

Automated Statchk2014/10/21N/A3788518CALCAnion and Cation Sum

Sirimathie Aluthwala2014/10/18N/A3790142PLTotal Coliforms/ E. coli, CFU/100mL

2014/10/18N/A3790147PLFecal coliform, (CFU/100mL)

2014/10/18N/A3790144PLFecal streptococcus,(CFU/100mL)

2014/10/18N/A3790148PLHeterotrophic plate count, (CFU/mL)

Charles Opoku-Ware2014/10/23N/A3793993LACH/NH4Total Ammonia-N

Chandra Nandlal2014/10/21N/A3790340LACHNitrate (NO3) and Nitrite (NO2) in Water

Automated Statchk2014/11/04N/A3810409CALCOrganic Nitrogen

Surinder Rai2014/10/21N/A3790391PHpH

Bramdeo Motiram2014/10/22N/A3790418TECH/PHENPhenols (4AAP)

Alina Dobreanu2014/11/06N/A3811938ACOrthophosphate

Deonarine Ramnarine2014/10/20N/A3790324ACSulphate by Automated Colourimetry

Neil Dassanayake2014/10/18N/A3790299ISE/SSulphide

Birenkumar Patel2014/10/21N/A3792477SPECTannins & Lignins

Subhashchandra Patel2014/10/19N/A3790568SLDSTotal Dissolved Solids

Rajni Tyagi2014/10/242014/10/233796452ACTotal Kjeldahl Nitrogen in Water

Neil Dassanayake2014/10/19N/A3790280TURBTurbidity


Maxxam ID: YA6441 Dup Collected: 2014/10/16Sample ID: TW1-3H













Page 7 of 15




TEST SUMMARY














































Page 8 of 15




TEST SUMMARY
















































Page 9 of 15




TEST SUMMARY



















Page 10 of 15




GENERAL COMMENTS

Each temperature is the average of up to three cooler temperatures taken at receipt

8.0°CPackage 2

6.3°CPackage 1

Revised Report (2014-11-04): Organic Nitrogen, PO4 and extra Metals reported as per Client.

Results relate only to the items tested.

Page 11 of 15




QUALITY ASSURANCE REPORT

QC Limits% RecoveryQC LimitsValue (%)UnitsValueQC Limits% RecoveryQC Limits% RecoveryDateParameterQC Batch

QC StandardRPDMethod BlankSpiked BlankMatrix Spike

85 - 1159920NCNTU<0.22014/10/19Turbidity3790280

20NCmg/L<0.02080 - 1209680 - 120952014/10/18Sulphide3790299

200.74mg/L<180 - 12010180 - 120NC2014/10/20Dissolved Chloride (Cl)3790317

200.28mg/L<180 - 12010275 - 125NC2014/10/20Dissolved Sulphate (SO4)3790324

200.78mg/L0.28,

RDL=0.2080 - 1209680 - 120962014/10/20Dissolved Organic Carbon3790333

25NCmg/L<0.1080 - 12010080 - 120962014/10/21Nitrate (N)3790340

250.70mg/L<0.01080 - 1209780 - 120972014/10/21Nitrite (N)3790340

252.8mg/L<1.085 - 115972014/10/21Alkalinity (Total as CaCO3)3790388

251.8umho/c

m1.3, RDL=1.085 - 1151012014/10/21Conductivity3790389

20NCmg/L<0.1080 - 1209580 - 120952014/10/21Fluoride (F-)3790390

N/A0.02698 - 1031012014/10/21pH3790391

20NCmg/L<0.001085 - 11510480 - 1201022014/10/22Phenols-4AAP3790418

25NCTCU<285 - 115982014/10/20Colour3790422


90 - 11099252.1mg/L<102014/10/19Total Dissolved Solids3790568

25NCug/L<580 - 12010480 - 1201042014/10/20Dissolved Aluminum (Al)3790712

ug/L<0.580 - 12010180 - 1201052014/10/20Dissolved Antimony (Sb)3790712

ug/L<180 - 12010080 - 1201022014/10/20Dissolved Arsenic (As)3790712

251.0ug/L<280 - 1209980 - 1201012014/10/20Dissolved Barium (Ba)3790712

25NCug/L<0.580 - 12010280 - 1201112014/10/20Dissolved Beryllium (Be)3790712

25NCug/L<1080 - 12011880 - 1201202014/10/20Dissolved Boron (B)3790712

25NCug/L<0.180 - 12010680 - 1201072014/10/20Dissolved Cadmium (Cd)3790712

251.0ug/L<20080 - 12010380 - 120NC2014/10/20Dissolved Calcium (Ca)3790712

25NCug/L<580 - 12010580 - 1201032014/10/20Dissolved Chromium (Cr)3790712

25NCug/L<180 - 12010180 - 1201002014/10/20Dissolved Copper (Cu)3790712

25NCug/L<10080 - 12010480 - 1201052014/10/20Dissolved Iron (Fe)3790712

25NCug/L<0.580 - 12010180 - 1201012014/10/20Dissolved Lead (Pb)3790712

250.32ug/L<5080 - 12010580 - 120NC2014/10/20Dissolved Magnesium (Mg)3790712

251.5ug/L<280 - 12010580 - 1201052014/10/20Dissolved Manganese (Mn)3790712

250.086ug/L<0.580 - 12010280 - 1201062014/10/20Dissolved Molybdenum (Mo)3790712

Page 12 of 15




QUALITY ASSURANCE REPORT(CONT'D)



25NCug/L<180 - 12010680 - 1201032014/10/20Dissolved Nickel (Ni)3790712

251.1ug/L<20080 - 12010780 - 1201062014/10/20Dissolved Potassium (K)3790712

ug/L<280 - 12010380 - 1201102014/10/20Dissolved Selenium (Se)3790712

25NCug/L<0.180 - 12010080 - 1201032014/10/20Dissolved Silver (Ag)3790712

250.085ug/L<10080 - 12010580 - 120NC2014/10/20Dissolved Sodium (Na)3790712

253.6ug/L<180 - 12010480 - 1201002014/10/20Dissolved Strontium (Sr)3790712

25NCug/L<0.0580 - 12010080 - 1201012014/10/20Dissolved Thallium (Tl)3790712

ug/L<0.180 - 12010680 - 1201072014/10/20Dissolved Uranium (U)3790712

25NCmg/L<0.280 - 1209180 - 120952014/10/21Tannins & Lignins3792477

20NCmg/L<0.05085 - 1159880 - 120982014/10/23Total Ammonia-N3793993

80 - 1209620NCmg/L<0.1080 - 1208880 - 120922014/10/24Total Kjeldahl Nitrogen (TKN)3796452

25NCmg/L<0.01080 - 12010075 - 1251092014/11/06Orthophosphate (P)3811938

NC (Duplicate RPD): The duplicate RPD was not calculated. The concentration in the sample and/or duplicate was too low to permit a reliable RPD calculation (one or both samples < 5x RDL).

NC (Matrix Spike): The recovery in the matrix spike was not calculated. The relative difference between the concentration in the parent sample and the spiked amount was too small to permit a reliablerecovery calculation (matrix spike concentration was less than 2x that of the native sample concentration).

Method Blank: A blank matrix containing all reagents used in the analytical procedure. Used to identify laboratory contamination.

Spiked Blank: A blank matrix sample to which a known amount of the analyte, usually from a second source, has been added. Used to evaluate method accuracy.

QC Standard: A sample of known concentration prepared by an external agency under stringent conditions. Used as an independent check of method accuracy.

Matrix Spike: A sample to which a known amount of the analyte of interest has been added. Used to evaluate sample matrix interference.

Duplicate: Paired analysis of a separate portion of the same sample. Used to evaluate the variance in the measurement.


Page 13 of 15




VALIDATION SIGNATURE PAGE

The analytical data and all QC contained in this report were reviewed and validated by the following individual(s).

Cristina Carriere, Scientific Services

Ewa Pranjic, M.Sc., C.Chem, Scientific Specialist

Maxima Hermanez, Senior Analyst

Sirimathie Aluthwala, Campobello Micro

Steve Roberts, Lab Supervisor, Ottawa

Maxxam has procedures in place to guard against improper use of the electronic signature and have the required "signatories", as per section 5.10.2 of ISO/IEC17025:2005(E), signing the reports. For Service Group specific validation please refer to the Validation Signature Page.

Page 14 of 15











SM 22 2320 B mCAM SOP-004482014/10/21N/A4Alkalinity (1)

APHA 4500-CO2 DCAM SOP-001022014/10/21N/A4Carbonate, Bicarbonate and Hydroxide (1)

EPA 325.2 mCAM SOP-004632014/10/21N/A4Chloride by Automated Colourimetry (1)

SM 22 2120 mCAM SOP-004122014/10/20N/A4Colour (1)

SM 22 2510 mCAM SOP-004142014/10/21N/A4Conductivity (1)

SM 22 5310 B mCAM SOP-004462014/10/20N/A4Dissolved Organic Carbon (DOC) (1, 2)

SM 22 4500-F C mCAM SOP-004492014/10/212014/10/184Fluoride (1)

SM 2340 BCAM SOP00102/00408/00447


SM 2340 BCAM SOP00102/00408/00447


SM 2340 BCAM SOP00102/00408/00447


EPA 6020 mCAM SOP-004472014/10/24N/A2Dissolved Metals by ICPMS (1)

EPA 6020 mCAM SOP-004472014/10/27N/A2Dissolved Metals by ICPMS (1)







MOE E3407CAM SOP-005512014/10/18N/A4Total Coliforms/ E. coli, CFU/100mL (1)

SM 9222DCAM SOP-005522014/10/18N/A4Fecal coliform, (CFU/100mL) (1)

SM 9230CCAM SOP-005112014/10/18N/A4Fecal streptococcus,(CFU/100mL) (1)

SM 9215BCAM SOP-005122014/10/18N/A4Heterotrophic plate count, (CFU/mL) (1)

EPA GS I-2522-90 mCAM SOP-004412014/10/22N/A4Total Ammonia-N (1)

SM 22 4500-NO3I/NO2BCAM SOP-004402014/10/24N/A4Nitrate (NO3) and Nitrite (NO2) in Water (1, 3)

SM 22 4500 mAPHA Standard Methods2014/11/04N/A4Organic Nitrogen (1)

SM 4500H+ BCAM SOP-004132014/10/21N/A4pH (1)


Page 1 of 20












EPA 375.4 mCAM SOP-004642014/10/21N/A4Sulphate by Automated Colourimetry (1)

SM 22 4500-S G mCAM SOP-004552014/10/22N/A4Sulphide (1)

SM 22 5550 B mCAM SOP-004102014/10/21N/A4Tannins & Lignins (1)



EPA 351.2 mCAM SOP-004542014/10/272014/10/254Total Kjeldahl Nitrogen in Water (1)

SM 22 2130 B mCAM SOP-004172014/10/18N/A4Turbidity (1)




Remarks:


(1) This test was performed by Maxxam Analytics Mississauga(2) Dissolved Organic Carbon (DOC) present in the sample should be considered as non-purgeable DOC.(3) Values for calculated parameters may not appear to add up due to rounding of raw data and significant figures.

Page 2 of 20








Encryption Key





WESA IncClient Project #: C-B12835-00-00






37981390.500.7437977050.6837976940.81ug/LDissolved Molybdenum (Mo)

37981392.09.937977051137976941211ug/LDissolved Manganese (Mn)


37981390.50<0.503797705<0.503797694<0.50ug/LDissolved Lead (Pb)


37981391.0<1.03797705<1.03797694<1.0ug/LDissolved Copper (Cu)

37981395.0<5.03797705<5.03797694<5.0ug/LDissolved Chromium (Cr)


37981390.10<0.103797705<0.103797694<0.10ug/LDissolved Cadmium (Cd)


37981390.50<0.503797705<0.503797694<0.50ug/LDissolved Beryllium (Be)

37981392.012037977051403797694140ug/LDissolved Barium (Ba)

37981391.0<1.037977051.13797694<1.0ug/LDissolved Arsenic (As)

37981390.50<0.503797705<0.503797694<0.50ug/LDissolved Antimony (Sb)

37981395.0<5.03797705<5.03797694<5.0ug/LDissolved Aluminum (Al)

Metals

37904200.10<0.103790420<0.103790420<0.10mg/LNitrate + Nitrite

37904200.10<0.103790420<0.103790420<0.10mg/LNitrate (N)

37904200.010<0.0103790420<0.0103790420<0.010mg/LNitrite (N)




3790391N/A8.1437904428.0837904428.128.11pHpH

37913350.201.737913351.337913351.4mg/LDissolved Organic Carbon


37927730.0500.1637927730.1337927730.12mg/LTotal Ammonia-N

Inorganics

3790086N/A6.6337900860.18037900863.75%Ion Balance (% Difference)


3790087N/A6.1537900877.8137900877.26me/LCation Sum

37900851.03.337900853.037900853.2mg/LCarb. Alkalinity (calc. as CaCO3)


3790087N/A7.0337900877.7937900877.82me/LAnion Sum


QC BatchRDLTW4-3HQC BatchTW3-6HQC BatchTW3-3HLab-Dup

TW3-3HUnits

489020-01-01489020-01-01489020-01-01489020-01-01COC Number

2014/10/17 13:20

2014/10/17 16:20

2014/10/17 13:50

2014/10/17 13:50

Sampling Date

YB2538YB2537YB2536YB2536Maxxam ID

Page 4 of 20








37981390.100.4437977050.5337976940.66ug/LDissolved Uranium (U)

37981390.050<0.0503797705<0.0503797694<0.050ug/LDissolved Thallium (Tl)

37981391.020003797705160037976941500ug/LDissolved Strontium (Sr)


37981390.10<0.103797705<0.103797694<0.10ug/LDissolved Silver (Ag)

37981392.0<2.03797705<2.03797694<2.0ug/LDissolved Selenium (Se)


37981391.0<1.037977051.537976941.5ug/LDissolved Nickel (Ni)


TW3-3HUnits

489020-01-01489020-01-01489020-01-01489020-01-01COC Number

2014/10/17 13:20

2014/10/17 16:20

2014/10/17 13:50

2014/10/17 13:50

Sampling Date


Page 5 of 20








37976941.07.3ug/LDissolved Nickel (Ni)

37976940.500.63ug/LDissolved Molybdenum (Mo)

37976942.08.9ug/LDissolved Manganese (Mn)


37976940.50<0.50ug/LDissolved Lead (Pb)


37976941.0<1.0ug/LDissolved Copper (Cu)

37976945.0<5.0ug/LDissolved Chromium (Cr)


37976940.10<0.10ug/LDissolved Cadmium (Cd)


37976940.50<0.50ug/LDissolved Beryllium (Be)

37976942.0130ug/LDissolved Barium (Ba)

37976941.0<1.0ug/LDissolved Arsenic (As)

37976940.50<0.50ug/LDissolved Antimony (Sb)

37976945.0<5.0ug/LDissolved Aluminum (Al)

Metals

37904200.10<0.10mg/LNitrate + Nitrite

37904200.10<0.10mg/LNitrate (N)

37904200.010<0.010mg/LNitrite (N)




3790442N/A8.11pHpH

37913350.201.6mg/LDissolved Organic Carbon


37927730.0500.16mg/LTotal Ammonia-N

Inorganics

3790086N/A3.00%Ion Balance (% Difference)


3790087N/A6.61me/LCation Sum

37900851.03.1mg/LCarb. Alkalinity (calc. as CaCO3)


3790087N/A7.02me/LAnion Sum


QC BatchRDLTW4-6HUnits

489020-01-01COC Number

2014/10/17 16:00

Sampling Date

YB2539Maxxam ID

Page 6 of 20







37976940.100.43ug/LDissolved Uranium (U)

37976940.050<0.050ug/LDissolved Thallium (Tl)

37976941.02100ug/LDissolved Strontium (Sr)


37976940.10<0.10ug/LDissolved Silver (Ag)

37976942.0<2.0ug/LDissolved Selenium (Se)


QC BatchRDLTW4-6HUnits


2014/10/17 16:00

Sampling Date

YB2539Maxxam ID

Page 7 of 20








37903710.23.63.43790371NTUTurbidity

37924770.2<0.23792477mg/LTannins & Lignins

37946020.020<0.0203794602mg/LSulphide

37916950.0010<0.00103791695mg/LPhenols-4AAP

38119380.010<0.0103811938<0.010mg/LOrthophosphate (P)

37994780.100.293799478mg/LTotal Kjeldahl Nitrogen (TKN)

37904410.100.473790390mg/LFluoride (F-)


37904222<23790422TCUColour

Inorganics

38104090.10.13810409mg/LTotal Organic Nitrogen


QC BatchRDLTW4-6HLab-Dup

TW4-6HQC BatchTW4-3HLab-Dup

Units

489020-01-01489020-01-01489020-01-01COC Number

2014/10/17 16:00

2014/10/17 16:00

2014/10/17 13:20

Sampling Date

YB2539YB2539YB2538Maxxam ID




37903710.22.437903717.637903718.5NTUTurbidity

37924770.20.33792477<0.23792477<0.2mg/LTannins & Lignins

37946020.020<0.0203794602<0.0203794602<0.020mg/LSulphide

37916950.0010<0.00103791695<0.00103791695<0.0010mg/LPhenols-4AAP

38119380.010<0.0103811938<0.0103811938<0.010mg/LOrthophosphate (P)

37994780.100.5137994780.2937994780.29mg/LTotal Kjeldahl Nitrogen (TKN)

37903900.100.4337904410.4137904410.380.37mg/LFluoride (F-)


37904222<23790422<23790422<2TCUColour

Inorganics

38104090.10.338104090.238104090.2mg/LTotal Organic Nitrogen



TW3-3HUnits

489020-01-01489020-01-01489020-01-01489020-01-01COC Number

2014/10/17 13:20

2014/10/17 16:20

2014/10/17 13:50

2014/10/17 13:50

Sampling Date


Page 8 of 20




MICROBIOLOGY (WATER)


37902490000CFU/100mLEscherichia coli

37902490000CFU/100mLTotal Coliforms

3790249108001CFU/100mLBackground

379025100110CFU/mLHeterotrophic plate count

379025200210CFU/100mLFecal streptococcus

37902500000CFU/100mLFecal coliform

Microbiological

QC BatchTW4-6HTW4-3HTW3-6HTW3-3HUnits

489020-01-01489020-01-01489020-01-01489020-01-01COC Number

2014/10/17 16:00

2014/10/17 13:20

2014/10/17 16:20

2014/10/17 13:50

Sampling Date


Page 9 of 20




TEST SUMMARY


Maxxam ID: YB2536 Collected: 2014/10/17Sample ID: TW3-3H











Prempal Bhatti2014/10/24N/A3797694ICP/MSDissolved Metals by ICPMS
















Niki Shah2014/10/21N/A3792005SLDSTotal Dissolved Solids




Maxxam ID: YB2536 Dup Collected: 2014/10/17Sample ID: TW3-3H














Page 10 of 20




TEST SUMMARY











Kevin Comerford2014/10/24N/A3797705ICP/MSDissolved Metals by ICPMS






































Page 11 of 20




TEST SUMMARY















































Page 12 of 20




TEST SUMMARY
















Page 13 of 20




GENERAL COMMENTS


7.0°CPackage 2

4.7°CPackage 1

Revised Report (2014-11-04): Organic Nitrogen, PO4 and extra Metals reported as per Client.


Page 14 of 20


WESA IncClient Project #: C-B12835-00-00Maxxam Job #: B4J4807

Report Date: 2014/11/06QUALITY ASSURANCE REPORT



85 - 115100204.4NTU<0.22014/10/18Turbidity3790371


251.8umho/c

m1.3, RDL=1.085 - 1151012014/10/21Conductivity3790389

20NCmg/L<0.1080 - 1209580 - 120952014/10/21Fluoride (F-)3790390

N/A0.02698 - 1031012014/10/21pH3790391

25NCmg/L<0.1080 - 12010080 - 1201012014/10/24Nitrate (N)3790420

mg/L<0.01080 - 1209780 - 120972014/10/24Nitrite (N)3790420

25NCTCU<285 - 115982014/10/20Colour3790422


250.14umho/c

m<1.085 - 1151022014/10/21Conductivity3790440

20NCmg/L<0.1080 - 12010180 - 1201042014/10/21Fluoride (F-)3790441

N/A0.2098 - 1031012014/10/21pH3790442

200.033mg/L<180 - 12010480 - 120NC2014/10/21Dissolved Chloride (Cl)3791301

200.21mg/L<180 - 12010075 - 125NC2014/10/21Dissolved Sulphate (SO4)3791315

201.4mg/L0.23,

RDL=0.2080 - 1209980 - 120NC2014/10/20Dissolved Organic Carbon3791335




25NCmg/L<0.280 - 1209180 - 120952014/10/21Tannins & Lignins3792477

200.89mg/L<0.05085 - 11510180 - 120NC2014/10/22Total Ammonia-N3792773

20NCmg/L<0.02080 - 1209680 - 120892014/10/22Sulphide3794602

ug/L<5.080 - 1209780 - 120972014/10/24Dissolved Aluminum (Al)3797694

ug/L<0.5080 - 12010180 - 1201032014/10/24Dissolved Antimony (Sb)3797694

ug/L<1.080 - 1209880 - 1201002014/10/24Dissolved Arsenic (As)3797694

ug/L<2.080 - 1209980 - 120972014/10/24Dissolved Barium (Ba)3797694

ug/L<0.5080 - 1209880 - 120962014/10/24Dissolved Beryllium (Be)3797694

ug/L<1080 - 1209780 - 120992014/10/24Dissolved Boron (B)3797694

ug/L<0.1080 - 1209980 - 1201012014/10/24Dissolved Cadmium (Cd)3797694

205.4ug/L<20080 - 1209580 - 120NC2014/10/24Dissolved Calcium (Ca)3797694

ug/L<5.080 - 1209580 - 1201012014/10/24Dissolved Chromium (Cr)3797694

Page 15 of 20



Report Date: 2014/11/06QUALITY ASSURANCE REPORT(CONT'D)



ug/L<1.080 - 1209680 - 120922014/10/24Dissolved Copper (Cu)3797694

200.35ug/L<10080 - 12010180 - 1201012014/10/24Dissolved Iron (Fe)3797694

ug/L<0.5080 - 1209880 - 120962014/10/24Dissolved Lead (Pb)3797694

204.2ug/L<5080 - 1209780 - 120NC2014/10/24Dissolved Magnesium (Mg)3797694

203.1ug/L<2.080 - 1209680 - 120942014/10/24Dissolved Manganese (Mn)3797694

ug/L<0.5080 - 1209980 - 1201022014/10/24Dissolved Molybdenum (Mo)3797694

ug/L<1.080 - 1209480 - 120942014/10/24Dissolved Nickel (Ni)3797694

202.3ug/L<20080 - 1209680 - 1201002014/10/24Dissolved Potassium (K)3797694

ug/L<2.080 - 1209780 - 120972014/10/24Dissolved Selenium (Se)3797694

ug/L<0.1080 - 1209480 - 120942014/10/24Dissolved Silver (Ag)3797694


ug/L1.0, RDL=1.080 - 1209480 - 120NC2014/10/24Dissolved Strontium (Sr)3797694

ug/L<0.05080 - 1209780 - 120982014/10/24Dissolved Thallium (Tl)3797694

ug/L<0.1080 - 1209780 - 120982014/10/24Dissolved Uranium (U)3797694

ug/L<5.080 - 12010380 - 1201022014/10/24Dissolved Aluminum (Al)3797705

20NCug/L<0.5080 - 12010280 - 1201042014/10/24Dissolved Antimony (Sb)3797705

20NCug/L<1.080 - 1209980 - 120992014/10/24Dissolved Arsenic (As)3797705

203.8ug/L<2.080 - 1209880 - 120992014/10/24Dissolved Barium (Ba)3797705




ug/L<20080 - 12010080 - 120NC2014/10/24Dissolved Calcium (Ca)3797705

20NCug/L<5.080 - 1209780 - 120972014/10/24Dissolved Chromium (Cr)3797705

20NCug/L<1.080 - 1209480 - 120952014/10/24Dissolved Copper (Cu)3797705

ug/L<10080 - 1209980 - 120982014/10/24Dissolved Iron (Fe)3797705


ug/L<5080 - 12010280 - 120NC2014/10/24Dissolved Magnesium (Mg)3797705

ug/L<2.080 - 1209880 - 120992014/10/24Dissolved Manganese (Mn)3797705

201.5ug/L<0.5080 - 1209880 - 120992014/10/24Dissolved Molybdenum (Mo)3797705

20NCug/L<1.080 - 1209480 - 120942014/10/24Dissolved Nickel (Ni)3797705

ug/L<20080 - 12010180 - 1201022014/10/24Dissolved Potassium (K)3797705

20NCug/L<2.080 - 1209880 - 120992014/10/24Dissolved Selenium (Se)3797705

Page 16 of 20








ug/L<1.080 - 12010080 - 120NC2014/10/24Dissolved Strontium (Sr)3797705


202.2ug/L<0.1080 - 1209880 - 1201002014/10/24Dissolved Uranium (U)3797705

20NCug/L<5.080 - 1209780 - 120972014/10/27Dissolved Aluminum (Al)3798139

20NCug/L<0.5080 - 1209880 - 1201002014/10/27Dissolved Antimony (Sb)3798139

20NCug/L<1.080 - 1209980 - 120992014/10/27Dissolved Arsenic (As)3798139

20NCug/L<2.080 - 1209580 - 120982014/10/27Dissolved Barium (Ba)3798139




202.8ug/L<20080 - 1209480 - 120962014/10/27Dissolved Calcium (Ca)3798139

20NCug/L<5.080 - 1209780 - 1201002014/10/27Dissolved Chromium (Cr)3798139

20NCug/L<1.080 - 1209980 - 120992014/10/27Dissolved Copper (Cu)3798139

20NCug/L<10080 - 12010280 - 1201022014/10/27Dissolved Iron (Fe)3798139


200.71ug/L<5080 - 1209780 - 120972014/10/27Dissolved Magnesium (Mg)3798139

20NCug/L<2.080 - 12010080 - 120992014/10/27Dissolved Manganese (Mn)3798139

20NCug/L<0.5080 - 1209980 - 1201002014/10/27Dissolved Molybdenum (Mo)3798139

20NCug/L<1.080 - 1209680 - 120962014/10/27Dissolved Nickel (Ni)3798139

20NCug/L<20080 - 1209480 - 120952014/10/27Dissolved Potassium (K)3798139

20NCug/L<2.080 - 1209880 - 120982014/10/27Dissolved Selenium (Se)3798139


201.2ug/L<10080 - 1209580 - 120972014/10/27Dissolved Sodium (Na)3798139

202.5ug/L<1.080 - 1209980 - 120952014/10/27Dissolved Strontium (Sr)3798139


20NCug/L0.10,

RDL=0.1080 - 1208980 - 120902014/10/27Dissolved Uranium (U)3798139

80 - 1201092019mg/L0.15,

RDL=0.1080 - 12010480 - 120852014/10/27Total Kjeldahl Nitrogen (TKN)3799478

Page 17 of 20








NC (Matrix Spike): The recovery in the matrix spike was not calculated. The relative difference between the concentration in the parent sample and the spiked amount was too small to permit a reliablerecovery calculation (matrix spike concentration was less than 2x that of the native sample concentration).



QC Standard: A sample of known concentration prepared by an external agency under stringent conditions. Used as an independent check of method accuracy.




Page 18 of 20






Brad Newman, Scientific Specialist

David Shepherd, Scientific Specialist


Maxima Hermanez, Senior Analyst

Sirimathie Aluthwala, Campobello Micro


Page 19 of 20


MAXXAM JOB #: B4L1099Received: 2014/11/07, 16:16

CERTIFICATE OF ANALYSIS


Report Date: 2014/11/17Report #: R3224089

Version: 1 - Final






EPA 8081/ 8082 mCAM SOP-003072014/11/172014/11/101OC Pesticides (Selected) & PCB (1, 2)

EPA 8081/8082 mCAM SOP-003072014/11/13N/A1OC Pesticides Summed Parameters (1)

EPA 8270 mCAM SOP-003302014/11/122014/11/111Phenoxy Acid Herbicides (1)




Remarks:


(1) This test was performed by Maxxam Analytics Mississauga(2) Chlordane ( Total) = Alpha Chlordane + Gamma Chlordane

Encryption Key




Maxxam Job #: B4L1099Report Date: 2014/11/17


PHENOXY ACID HERBICIDES BY GC-MS (WATER)



3818758104%4,4-Dibromobiphenyl

381875889%2,5-Dibromobenzoic Acid

3818758108%2,4-Dichlorophenyl Acetic Acid

Surrogate Recovery (%)

38187585<5ug/LPicloram

38187582<2ug/LMCPP

38187582<2ug/LMCPA

38187581<1ug/LDicamba

38187581<1ug/L2,4-DP (Dichlorprop)

38187581<1ug/L2,4-DB

38187582<2ug/L2,4-D (BEE)

38187581<1ug/L2,4-D

38187581<1ug/L2,4,5-TP (Silvex)

38187581<1ug/L2,4,5-T

Pesticides & Herbicides

QC BatchRDLTW1Units


2014/11/07 11:45

Sampling Date

YJ5203Maxxam ID

Page 2 of 10




ORGANOCHLORINATED PESTICIDES BY GC-ECD (WATER)



38185880.006<0.006ug/Lp,p-DDE

38185880.006<0.006ug/Lo,p-DDE

38185880.006<0.006ug/LDieldrin

38185880.006<0.006ug/La-Chlordane

38185880.006<0.006ug/Lg-Chlordane

38185880.006<0.006ug/LOxychlordane

38185880.006<0.006ug/LHeptachlor epoxide

38185880.006<0.006ug/LAldrin

38185880.006<0.006ug/LHeptachlor

38185880.006<0.006ug/LLindane

38185880.005<0.005ug/LOctachlorostyrene

38185880.005<0.005ug/LMirex

38185880.01<0.01ug/LHexachloroethane

38185880.02<0.02ug/LHexachlorocyclopentadiene

38185880.009<0.009ug/LHexachlorobutadiene

38185880.005<0.005ug/LHexachlorobenzene

38185880.005<0.005ug/LEndrin ketone

38185880.005<0.005ug/LEndrin aldehyde

38185880.005<0.005ug/LEndrin

38185880.005<0.005ug/LEndosulfan sulfate

38185880.005<0.005ug/LEndosulfan II

38185880.005<0.005ug/LEndosulfan I (alpha)

38185880.005<0.005ug/Ldelta-BHC

38185880.005<0.005ug/Lbeta-BHC

38185880.005<0.005ug/Lalpha-BHC

Pesticides & Herbicides

38167040.05<0.05ug/LTotal PCB

38167040.005<0.005ug/LTotal Endosulfan

38167040.006<0.006ug/Lo,p-DDT + p,p-DDT

38167040.006<0.006ug/Lo,p-DDE + p,p-DDE

38167040.006<0.006ug/Lo,p-DDD + p,p-DDD

38167040.006<0.006ug/LHeptachlor + Heptachlor epoxide

38167040.006<0.006ug/LDDT+ Metabolites

38167040.006<0.006ug/LChlordane (Total)

38167040.006<0.006ug/LAldrin + Dieldrin


QC BatchRDLTW1Units


2014/11/07 11:45

Sampling Date

YJ5203Maxxam ID

Page 3 of 10




ORGANOCHLORINATED PESTICIDES BY GC-ECD (WATER)



3818588107%Decachlorobiphenyl

381858882%2,4,5,6-Tetrachloro-m-xylene

Surrogate Recovery (%)

38185880.05<0.05ug/LAroclor 1260

38185880.05<0.05ug/LAroclor 1254

38185880.05<0.05ug/LAroclor 1248

38185880.05<0.05ug/LAroclor 1242

38185880.05<0.05ug/LAroclor 1232

38185880.05<0.05ug/LAroclor 1221

38185880.05<0.05ug/LAroclor 1016

38185880.02<0.02ug/LMethoxychlor

38185880.006<0.006ug/Lp,p-DDT

38185880.006<0.006ug/Lo,p-DDT

38185880.006<0.006ug/Lp,p-DDD

38185880.006<0.006ug/Lo,p-DDD

QC BatchRDLTW1Units


2014/11/07 11:45

Sampling Date

YJ5203Maxxam ID

Page 4 of 10




TEST SUMMARY


Maxxam ID: YJ5203 Collected: 2014/11/07Sample ID: TW1



Joy Zhang2014/11/172014/11/103818588GC/ECDOC Pesticides (Selected) & PCB

Automated Statchk2014/11/13N/A3816704CALCOC Pesticides Summed Parameters

May Yin Mak2014/11/122014/11/113818758GC/MSPhenoxy Acid Herbicides

Page 5 of 10




GENERAL COMMENTS


2.0°CPackage 1


Page 6 of 10


WESA IncClient Project #: C-B12835-00-00Maxxam Job #: B4L1099


QC LimitsValue (%)UnitsValueQC Limits% RecoveryQC Limits% RecoveryDateParameterQC Batch

RPDMethod BlankSpiked BlankMatrix Spike

%8830 - 1308730 - 130782014/11/172,4,5,6-Tetrachloro-m-xylene3818588

%11030 - 13011530 - 130992014/11/17Decachlorobiphenyl3818588

%9110 - 13011310 - 1301082014/11/112,4-Dichlorophenyl Acetic Acid3818758

%7410 - 1309810 - 130932014/11/112,5-Dibromobenzoic Acid3818758

%10010 - 13010510 - 1301032014/11/114,4-Dibromobiphenyl3818758

402.0ug/L<0.00630 - 13010530 - 130952014/11/17a-Chlordane3818588

401.3ug/L<0.00630 - 13010530 - 130962014/11/17Aldrin3818588

403.5ug/L<0.00530 - 1309630 - 130852014/11/17alpha-BHC3818588

ug/L<0.052014/11/17Aroclor 10163818588

ug/L<0.052014/11/17Aroclor 12213818588

ug/L<0.052014/11/17Aroclor 12323818588

ug/L<0.052014/11/17Aroclor 12423818588

ug/L<0.052014/11/17Aroclor 12483818588

ug/L<0.052014/11/17Aroclor 12543818588

ug/L<0.052014/11/17Aroclor 12603818588

403.2ug/L<0.00530 - 1308530 - 130812014/11/17beta-BHC3818588

404.2ug/L<0.00530 - 1309530 - 130872014/11/17delta-BHC3818588

405.4ug/L<0.00630 - 13011530 - 1301052014/11/17Dieldrin3818588

403.4ug/L<0.00530 - 13010130 - 130992014/11/17Endosulfan I (alpha)3818588

404.8ug/L<0.00530 - 13010630 - 130962014/11/17Endosulfan II3818588

404.2ug/L<0.00530 - 13011630 - 1301042014/11/17Endosulfan sulfate3818588

401.2ug/L<0.00530 - 13011830 - 1301022014/11/17Endrin aldehyde3818588

400.44ug/L<0.00530 - 13011830 - 1301062014/11/17Endrin ketone3818588

402.7ug/L<0.00530 - 13010530 - 1301002014/11/17Endrin3818588

402.2ug/L<0.00630 - 13010430 - 130932014/11/17g-Chlordane3818588

402.6ug/L<0.00630 - 13010630 - 130942014/11/17Heptachlor epoxide3818588

403.1ug/L<0.00630 - 1307830 - 130782014/11/17Heptachlor3818588

403.2ug/L<0.00530 - 1309830 - 130862014/11/17Hexachlorobenzene3818588

405.2ug/L<0.00930 - 1307730 - 130682014/11/17Hexachlorobutadiene3818588

402.9ug/L<0.0230 - 1304730 - 130492014/11/17Hexachlorocyclopentadiene3818588

403.9ug/L<0.0130 - 1308130 - 130662014/11/17Hexachloroethane3818588

403.5ug/L<0.00630 - 1309530 - 130872014/11/17Lindane3818588

Page 7 of 10






407.2ug/L<0.0230 - 1307230 - 130892014/11/17Methoxychlor3818588

407.8ug/L<0.00530 - 13010130 - 1301032014/11/17Mirex3818588

401.1ug/L<0.00630 - 13011730 - 1301022014/11/17o,p-DDD3818588

400.78ug/L<0.00630 - 13011230 - 1301012014/11/17o,p-DDE3818588

402.7ug/L<0.00630 - 1308430 - 130922014/11/17o,p-DDT3818588

401.7ug/L<0.00530 - 13010230 - 130962014/11/17Octachlorostyrene3818588

402.6ug/L<0.00630 - 13010230 - 130912014/11/17Oxychlordane3818588

400.93ug/L<0.00630 - 13012430 - 1301112014/11/17p,p-DDD3818588

403.7ug/L<0.00630 - 13011230 - 1301142014/11/17p,p-DDE3818588

405.1ug/L<0.00630 - 1307230 - 130942014/11/17p,p-DDT3818588

40NCug/L<110 - 1308910 - 130892014/11/112,4,5-T3818758

40NCug/L<110 - 1309910 - 130962014/11/112,4,5-TP (Silvex)3818758

40NCug/L<210 - 13011310 - 1301212014/11/112,4-D (BEE)3818758

ug/L<110 - 1307910 - 130772014/11/112,4-D3818758

ug/L<110 - 13010310 - 1301012014/11/112,4-DB3818758

40NCug/L<110 - 1309910 - 130942014/11/112,4-DP (Dichlorprop)3818758

40NCug/L<110 - 1308110 - 130752014/11/11Dicamba3818758

ug/L<210 - 1309710 - 130912014/11/11MCPA3818758

ug/L<210 - 13010210 - 1301002014/11/11MCPP3818758

40NCug/L<510 - 1303910 - 130382014/11/11Picloram3818758


Surrogate: A pure or isotopically labeled compound whose behavior mirrors the analytes of interest. Used to evaluate extraction efficiency.





Page 8 of 10






Cristina Carriere, Scientific Services


Page 9 of 10


MAXXAM JOB #: B4L1102Received: 2014/11/07, 16:16

CERTIFICATE OF ANALYSIS


Report Date: 2014/11/14Report #: R3222274

Version: 1 - Final






EPA 7470A mCAM SOP-004532014/11/142014/11/121Mercury in Water by CVAA (1)





Remarks:


(1) This test was performed by Maxxam Analytics Mississauga

Encryption Key









38185730.010<0.010mg/LOrthophosphate (P)

Inorganics

QC BatchRDLTW1Units


2014/11/07 11:45

Sampling Date

YJ5206Maxxam ID

Page 2 of 8




ELEMENTS BY ATOMIC SPECTROSCOPY (WATER)



38205290.00010<0.00010mg/LMercury (Hg)

Metals

QC BatchRDLTW1Units


2014/11/07 11:45

Sampling Date

YJ5206Maxxam ID

Page 3 of 8




TEST SUMMARY


Maxxam ID: YJ5206 Collected: 2014/11/07Sample ID: TW1



Ron Morrison2014/11/142014/11/123820529CVAAMercury in Water by CVAA


Page 4 of 8




GENERAL COMMENTS


2.0°CPackage 1


Page 5 of 8







20NCmg/L<0.0001080 - 12010280 - 1201082014/11/14Mercury (Hg)3820529






Page 6 of 8








Page 7 of 8


WESA

APPENDIX G

Well Buster Flowing Well Packer Product Information

TERRAIN ANALYSIS AND HYDROGEOLOGICAL INVESTIGATION ...

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