February 10,2017 25506400 Ontario Ltd. Foxboro, ON Attention: Brad Newbatt Re: Hydrogeological Assessment for Part of Lots 2 and 3, Concession 5, Township of Thurlow, County of Hastings 1.0 INTRODUCTION 1.1 The Client The Greer Galloway Group was retained by Brad Newbatt 2506400 Ontario Ltd. Foxboro, Ontario to conduct a Hydrogeological Assessment ofa 9.5 hectare (23.48 acre) property located at Part of Lots 2 and 3, Concession 5, Township of Thurlow, County of Hastings, for a proposed residential subdivision (Figure 1: Location Map). 1.2 The Mudcat Lane Subdivision The property is proposed for development of a subdivision comprised of 8 residential lots for single detached residences on 9.5 hectares (23.48 acres) serviced by individual wells and private septic systems (Figure 2: Draft Plan Mudcat Lane Subdivision). The property is located on the south side of Mud cat Lane, North of the City of Belleville. The property is accessed by Mudcat Lane which runs from Ashley Road to the west. Current vegetative cover consists of mixed forest vegetation of deciduous and coniferous trees, and grasses with clusters of shrubs and trees. A small wetland is located to the east and south of the property. 1.3 Scope of Work The assessment was completed in reference to regulatory guidelines and included:
1) Review of existing information regarding local hydrogeologic conditions, 2) A neighbourhood survey for confirmation of reported water quality and quantity conditions, 3) Evaluation of soil for on-site sewage disposal through advancing of test pits, grain size analyses and mapping of soils, 4) Evaluation of ground water supply through testing of flow and water quality for new drilled wells on the property, 5) Evaluation of potential impacts to ground water by the proposed development. This study was carried out in accordance with Ministry of the Environment Procedure D-5-5 Water Supply Assessment and Procedure D-5-4 Individual Onsite Sewage Systems, Water Quality Impact Risk Assessment. 1.4 Topography and Drainage The area is located in the physiographic region of the Peterborough Drumlin Field. This region is characterized by a drumlin field over limestone bedrock. There are three soil groups present in the area including Solmesville clay loam - Otanabee loam, and Foxboro fine sandy loam. The area has moderate to level topography, and imperfect to poor drainage. (Gillespie, Richards, and Wicklund) Elevations for the Mudcat Lane property were determined from the Ontario Base Mapping (2002). The property relief is irregular. The lowest elevation is 105 metres Above Sea Level (masl) and the highest 110 masl (Figure 2: Draft Plan Mudcat Lane Subdivision). The lowest elevations are observed in the land closest to the Moira River. The highest elevation is observed in the northeast of the property. Drainage in the property is south-east towards the Moira River. Both the surface and groundwater gradient are to the south-east towards the Moira River. 1.5 Surficial Geology Leyland et al. (1981) mapped the overburden in the area as being glaciolacustrine, till, organic, and modern alluvium in origin composed of sand, silt, gravel, and clay, suggesting a deep water deposit. Well records for the surrounding area show sand, clay, and gravel to an average depth of 15 metres (50.1 feet). The sand, clay
silt, and gravel reported are consistent with the geology shown on the map compiled by Leyland et al. (1981). 1.6 Bedrock Geology Carson (1980) has described the area as being underlain by bedded to massive limestone. The middle Ordovician Gull River Formation is also identified in the area and consists primarily of thick-bedded to massive limestone, but is subject to weathering. The Bobcaygeon Formation is also present in the area as a lower and upper member. The lower member of the Bobcaygeon Formation is crystalline limestone interbedded with fine-medium grained sublithographic limestone. The upper member of the formation is thinly bedded, finely crystalline limestone. Bioclastic limestone and shale occur with increasing abundance to the top of the formation. The geology map shows outcrops at approximately 1 kilometre northeast of the property, and south of the Moira River. All well record descriptions of bedrock describe limestone. 1. 7 Historical Land Use The property was once used for agricultural purposes. Three existing drilled wells on the property were used for this agricultural purpose. 1.8 Surrounding Land Use Land use surrounding the Mudcat Lane subdivision property is a community facility to the northwest (cemetery), commercial to the northwest, development to the west and south, hazard to the south and east separating the property from the Moira River, rural to the north, and residential to the north. All properties abutting the Mudcat Lane subdivision property are privately serviced where servicing is present. 2.0 SUBSURFACE CONDITIONS 2.1 Hydrogeology Twenty-eight well records were received from the Ministry of Environment (MoE) database (Appendix A: Well Records). None of the well records could be matched to specific properties north of the property. Locally, water is found at 2.74 to 13.4
metres (9-44 feet) depth, with static level for these wells ranging from 1.2 to 7.3 metres (4-24 feet) (Table 1: Well Record Summary)(Figure 3: Well Map). 2.1.1 Aquifer Characteristics The area is described as a till aquifer. The area is characterized by 10-50 metres of saturated sand and gravel. The Gull River Formation underlies the area. Groundwater yield within this formation decreases with depth. On average water is typically found about 25 feet below ground surface, with a static level of approximately 10 feet below ground surface, and the average bedrock level is 14 feet below ground level. According to MoE well records, water was found above the bedrock. There were not enough data to perform a statistical analysis on the well records. For this reason, data from test wells installed on the property were used to determine ground water flow direction. A gradient was observed with the ground water flow direction determined to be from north-west to south-east towards Moira River. (Figure 3: Well Map) 2.2 Geology A detailed soils investigation of the Mudcat Lane property was conducted through the excavation of six test pits on October 14,2016 (Appendix B: Test Pits and Soil Data) (Figure 2: Draft Plan Mudcat Lane Subdivision). Test pits were excavated to a maximum depth of 1.5 metres below grade. Field soil is described as mainly of sand and clay with some cobble. There was no water infiltration observed in any of the test pits. All test pits were terminated in a clay or cobblestone layer to 1.5 metres. Grain Size Analyses of field samples suggest two different soil types on the property. The sample from Test Pit 1 is classified as clayey sand by the Unified System of Soil Classification. This soil type exhibits low permeability with coefficients in the order of 10-6 to 10-9 centimetres per second and percolation rates of2 to 12 minutes per centimetre in the lower portion and 12-20 minutes per centimetre in the upper portion. The soil from Test Pits 2 and 3 is classified as silty sand. This soil type exhibits medium to low permeability depending on the amount of silt, with coefficients in the order of 10-6 to 10-8 centimetres per second and percolation rates of 8 to 20 minutes per centimetre. The soil from Test Pits 4 and 5 is classified as silty sand. This soil exhibits medium to low permeability depending on the amount of silt, with coefficients in the order of 10-6 to 10-8 centimetres per second and percolation rates of 2 to 20 minutes per centimetre. The soil from Test Pit 6 is classified as sand. This soil type exhibits medium
permeability depending on the amount of fines, with coefficients of 10-4 to 10-5 centimetres per second and percolation rates of 2-8 minutes per centimetre. Observations from the test pits provided information about the soil on the property. There was no surface exposure of bedrock encountered throughout the property. The water table was not encountered in the test pits throughout the property. 3.0 SERVICING OPTIONS Residential developments located in the area at present are serviced by individual wells and septic systems. No municipal servicing is planned to be advanced in the area. (Figure 4: Municipal Servicing) 4.0 HOMEOWNERS SURVEY 4.1 Procedure Following the procedure for evaluation of impact on neighbouring wells described in Section 4.6 of Guideline D-5-5 of the Ministry of Environment (1996), a survey of well owners adjacent to the proposed residential development was conducted. On October 13 and 18, and November 1, 2016, Brandon Davidson and Yazmin Ramirez from Greer Galloway visited the neighbouring well owners. Introductions were made and an explanation of the purpose of the visit was given and permission to take a raw water sample was requested. The homeowners were visited in late afternoon and a Neighbourhood Well Survey form was distributed by Greer Galloway representatives. The responses provided information of present well water conditions of the neighbouring properties (Appendix C: Neighbourhood Survey). The information collected was assessed and recommendations regarding well locations prepared. 4.2 Results 4.2.1 Survey Six residences were visited and all of them responded to a Neighbourhood Well Survey form distributed by Greer Galloway representatives. The responses provided well water conditions of neighbouring wells close to the proposed residential development property. The six properties are supplied by drilled wells. Four of the drilled wells have regulation 903 casing extending above ground, and
5.0 WATER SUPPLY 5.1 Water Quantity Testing 5.1.1 Evaluation Procedures Evaluation of the feasibility of servicing this development with private wells was carried out in compliance with the Ministry of the Environment Procedure D-5-5, Technical Guideline for Private Wells, Water Supply Assessment (1996). The evaluation consisted of: the construction of three wells on the property (as required for a 9.5 hectare (23.48 acre) property by the Ministry of the Environment Procedure D-5-5), evaluating the flow from each of these wells through constant rate flow tests, monitoring neighbouring wells, sampling for water quality after one hour of pumping and at the end of each of these tests, and wellhead turbidity and free chlorine residual monitoring. Test wells were constructed in compliance with Regulation 903. For the drilled well, the casing is greater than 6 metres. The two large diameter wells are at least 6 metres deep. Well records are attached in Appendix A: Well Records. Wells were constructed across the property to obtain representative information on hydrogeological conditions (Figure 2: Draft Plan Mudcat Lane Subdivision). 5.1.2 Test Wells Construction Characteristics Test Well A188118, located at the south-east part of the property, was advanced through clay for a total depth of 6.8 metres. Water was found at 3.7 metres. The concrete casing is 90 cm in diameter with wall thickness of 7.6 centimetres. According to the MoE well record, when constructed the well was pumped at 58.5 L/min for twenty-six minutes and produced clear and sand free water. Test Well A188119, located at the north-east part of the property, was advanced through clay for a total depth of 7 metres. Water was found at 3.7 metres. The concrete casing is 90 cm in diameter with wall thickness of 7.6 centimetres. According to the MoE well record, when constructed the well was pumped at 58.5 L/min for twenty-eight minutes and produced clear and sand free water. Test Well A187468, located at the north-west part of the property was advanced through 3 metres of sand and gravel, followed by 6.4 metres of clay, followed by 0.30 metres of gravelly-sand and 2.1 metres of limestone for a total depth of 9.75 metres. The steel casing is six and a quarter inches in diameter and 9 metres long. According to the MoE well record, when constructed the well was pumped at 2