APPENDIX D STORMWATER MANAGEMENT POND SIZING CALCULATIONS

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1 APPENDIX D STORMWATER MANAGEMENT POND SIZING CALCULATIONS

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3 PERMANENT POOL AND EXTENDED DETENTION SIZING Ontario Limited NW Paris Project Number: 1505 Date: September 2014 Designer: M.M.L.B. PERMANENT POOL Level of Protection = 1 (Enhanced) Weighted Impervious = 58 % Drainage Area = ha SWMP Type = 4. Wet Pond Required Permanent Pool (including 40m /ha for extended detention)= Required Permanent Pool (minus 40m /ha for extended detention)= 197 m /ha 157 m /ha Required Permanent Pool = 21 m Protection Level Enhanced (Level 1) Normal (Level 2) Basic (Level ) TABLE.2 - WATER QUALITY STORAGE REQUIREMENTS (FROM MOE SWM PLANNING AND DESIGN MANUAL - 200) SWMP Type Storage Volume (m /s) for Impervious Level 5% 55% 70% 85% 1. Infiltration Wetlands Hybrid Wet Pond/Wetland Wet Pond Infiltration Wetlands Hybrid Wet Pond/Wetland Wet Pond Infiltration Wetlands Hybrid Wet Pond/Wetland Wet Pond Dry Pond (ContinuousFlow) EXTENDED DETENTION Using the 25mm - 4 hour Chicago Storm Erosion Control Volume (V) = Runoff Depth (mm) x Drainage Area (ha) x 10 (m ) / (mm)(ha) Erosion Control Volume (V) = 1.97 mm x ha x 10 m / mm ha Erosion Control Volume (V) = 2064 m Using 40m /ha Extended Detention Volume (V) = Extended Detention Volume (V) = 40m /ha x Drainage Area (ha) 40 m /ha x ha Extended Detention Volume (V) = 591 m Governing Volume (V) = 2064 m Peak Flowrate (Q p ) = Extended Detention Volume (m ) / Detention Time (hr) x 1 (hr) / 600 (s) x 1.5 (peaking factor) Peak Flowrate (Q p ) = 2064 m / 24 hr x 1 (hr) / 600 (s) x 1.5 (peaking factor) Peak Flowrate (Q p ) = 0.06 m /s P:\1505 Nischal Paris\Design\SWM\FSP\Design Calculations\SWM Pond Design\HDR-Ext Det & Stage Storage.xls

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5 Outlet Design Ontario Limited NW Paris Project Number: 1505 Date: September 2014 Designer: M.M.L.B. Normal Water Level (m) = Elevation Increment (m) = Ext. Det. Upstream Orifice Weir 1 Stage Total Storage Detention Elevation Outflow Outflow Flow Time (m) (cms) (cms) (m) (cms) (m ) (hrs) P:\1505 Nischal Paris\Design\SWM\FSP\Design Calculations\SWM Pond Design\1505-HDR-Multiple outlet design - stage storage discharge-etck.xls

6 Outlet Design Ontario Limited NW Paris Project Number: 1505 Date: September 2014 Designer: M.M.L.B. Normal Water Level (m) = Elevation Increment (m) = Ext. Det. Upstream Orifice Weir 1 Stage Total Storage Detention Elevation Outflow Outflow Flow Time (m) (cms) (cms) (m) (cms) (m ) (hrs) Ext. Det P:\1505 Nischal Paris\Design\SWM\FSP\Design Calculations\SWM Pond Design\1505-HDR-Multiple outlet design - stage storage discharge-etck.xls

7 Outlet Design Ontario Limited NW Paris Project Number: 1505 Date: September 2014 Designer: M.M.L.B. Normal Water Level (m) = Elevation Increment (m) = Ext. Det. Upstream Orifice Weir 1 Stage Total Storage Detention Elevation Outflow Outflow Flow Time (m) (cms) (cms) (m) (cms) (m ) (hrs) yr yr P:\1505 Nischal Paris\Design\SWM\FSP\Design Calculations\SWM Pond Design\1505-HDR-Multiple outlet design - stage storage discharge-etck.xls

8 Outlet Design Ontario Limited NW Paris Project Number: 1505 Date: September 2014 Designer: M.M.L.B. Normal Water Level (m) = Elevation Increment (m) = Ext. Det. Upstream Orifice Weir 1 Stage Total Storage Detention Elevation Outflow Outflow Flow Time (m) (cms) (cms) (m) (cms) (m ) (hrs) yr yr yr P:\1505 Nischal Paris\Design\SWM\FSP\Design Calculations\SWM Pond Design\1505-HDR-Multiple outlet design - stage storage discharge-etck.xls

9 Outlet Design Ontario Limited NW Paris Project Number: 1505 Date: September 2014 Designer: M.M.L.B. Normal Water Level (m) = Elevation Increment (m) = Ext. Det. Upstream Orifice Weir 1 Stage Total Storage Detention Elevation Outflow Outflow Flow Time (m) (cms) (cms) (m) (cms) (m ) (hrs) yr P:\1505 Nischal Paris\Design\SWM\FSP\Design Calculations\SWM Pond Design\1505-HDR-Multiple outlet design - stage storage discharge-etck.xls

10 APPENDIX E PRELIMINARY GEOTECHNICAL REPORT

11 REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL SUBDIVISION DEVELOPMENT PARTS OF LOTS 2 AND, CONCEION 2 TOWN OF PARIS, COUNTY OF BRANT, ONTARIO Prepared For: Ontario Limited SPL Project No: Report Date: August 1, 2014 SPL CONSULTANTS ED 51 STEELCASE RD WEST, UNIT 10-12, MARKHAM, ON LR 4H9 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

12 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Table of Contents 1. INTRODUCTION FIELD AND LABORATORY WORK SITE AND SUBSURFACE CONDITIONS Soil and Groundwater Conditions....2 Groundwater Conditions PRELIMINARY GEOTECHNICAL DISCUION AND RECOMMENDATIONS General Comments Slope Stability Study Preliminary Geotechnical Input for Proposed SWM Pond (in the Vicinity of BH14-08) CLOSURE Drawings, Enclosures and Figures BOREHOLE LOCATION PLAN 1 EXPLANATION OF TERMS USED IN THE RECORD OF BOREHOLES 2A NOTES ON SAMPLE DESCRIPTIONS 2B BOREHOLE LOGS - 1 PARTICLE SIZE DISTRIBUTION REPORT TYPICAL PROFILE OF CRO SECTION A-A 19 GLOBAL STATIC STABILITY ANALYSES FOR CROING SECTION A-A 20 i APPENDIX A: PHOTOGRAPHS 1-6 APPENDIX B: GENERAL REQUIREMENTS FOR ENGINEERED FILL 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

13 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario 1. INTRODUCTION SPL Consultants Limited (SPL) was retained by Ontario Limited to undertake a preliminary geotechnical investigation for the proposed residential subdivision development located at parts of Lots 2 and, Concession 2, Town of Paris, Ontario. The site is known as the Nischal Property and is currently used as farmland. The site (approximately 44.5 ha.) will be developed as a residential subdivision consisting of housing units, roads, watermains, sewers and a Storm Water Management (SWM) pond. The purpose of this preliminary geotechnical investigation was to obtain information about the subsurface conditions by means of a limited number of boreholes and based on the findings provide preliminary recommendations pertaining to the geotechnical design of underground utilities, subdivision roads and SWM pond as well as to comment on house foundations and slope stability. This report is provided on the basis of the terms of reference presented in SPL s Proposal No. P dated April 14, 2014 and on the assumption that the design will be in accordance with the applicable codes and standards. If there are any changes in the design features relevant to the geotechnical analyses, or if any questions arise concerning the geotechnical aspects of the codes and standards, this office should be contacted to review the design. It then may be necessary to carry out additional borings and reporting before the recommendations of this office can be relied upon. The site investigation and recommendations follow generally accepted practice for geotechnical consultants in Ontario. This report has been prepared for Ontario Limited and its designers to assist them in the preliminary design and planning of the proposed residential development of the site as described in the report. Third party use of this report without SPL s consent is prohibited. The limitation conditions presented in this report form an integral part of the report and they must be considered in conjunction with this report. 2. FIELD AND LABORATORY WORK The field work for the preliminary geotechnical investigation was carried out on May 22 and 2, 2014, during which time eleven (11) boreholes (BH14-01 to BH14-11) were advanced to depths ranging from 5.0 m to 8.1 m below the existing ground surface at the approximate locations shown on Borehole Location Plan, Drawing 1. Boreholes BH14-01 to BH14-07 and BH14-09 to BH14-11 were drilled in the areas where the proposed subdivision will be developed; Borehole BH14-08 was advanced at the proposed SWM pond area. 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

14 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario The boreholes were advanced using a track mounted drilling rig supplied and operated by a drilling subcontractor under the direction and full time supervision of SPL personnel. Samples were retrieved at regular intervals of borehole depth with a 50 mm O.D. split-barrel sampler driven with a hammer weighing 624 N and dropping 760 mm in accordance with the Standard Penetration Test (SPT) ASTM D 1586 method. The number of blows required to drive the sampler 00 mm into the ground after an initial penetration of 150 mm is recorded as the SPT N value. The N value, in turn, provides an indirect measure of the compactness condition of cohesionless, granular soils, or the consistency of cohesive soils. The samples were visually described and logged in the field and brought to SPL s laboratory for detailed examination by the project engineer and for laboratory testing. In addition to the visual examination in the laboratory, all soil samples were tested for water contents. Five (5) selected soil samples retrieved from the 50 mm O.D. sampler were subjected to grain size analysis the results of which are presented on Figures 14 to 18. Water level observations were made in the boreholes during drilling and upon the completion of drilling operations. To monitor groundwater levels, seven (7) 19 mm diameter piezometers were installed in Boreholes BH14-01 to BH14-0, BH14-05, BH14-06, BH14-09 and BH14-10 and one (1) 50 mm diameter monitoring well was installed in Borehole BH Water levels in these piezometers/monitoring well were measured on June 4, The borehole locations were staked in the field by SPL. The corresponding ground surface elevations and coordinates of the boreholes were obtained from the Global Positioning System (GPS). Since the elevations and coordinates were not surveyed by a professional surveyor, they should be considered to be approximate. It is understood that the ground surface elevations are referenced to the geodetic datum.. SITE AND SUBSURFACE CONDITIONS The subject site is located south of Watts Pond Road and east of Oak Avenue, approximately 0.16 km west of the intersection of Woodslee Avenue and Oak Avenue, in Town of Paris, County of Brant, Ontario. The site is bounded by farm lands to the west and east, by the existing residential houses to the southeast, by the existing wetland to the southwest and north, as shown on the Borehole Location Plan, Drawing 1. The site consists of an irregular-shaped parcel of farmland. A farmhouse and its associated facilities were present in the northeast corner of the site. At the time of the field investigation, the site was covered with crops. The terrain at the borehole locations is gently rolling with ground surface varying from Elev m to Elev m. The existing ground surface elevations of the site generally blend into the surrounding lands except some areas where the ground generally slopes. 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

15 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Explanation of the terms used in the record of boreholes and notes on sample descriptions are presented on Drawings 2A and 2B. The subsurface conditions at the boreholes are presented in the individual borehole logs (Enclosures Nos. to 1 inclusive). The following is a summarized account of the subsurface conditions encountered in the boreholes, followed by more detailed descriptions of the major soil strata and the groundwater conditions..1 Soil and Groundwater Conditions Underlying 90 mm to 210 mm topsoil, a shallow layer of reworked soils consisting of clayey silt or occasional silty sand were encountered to depths ranging from 0.7 m to 1.4 m below the existing ground surface in the majority of the boreholes except for Boreholes BH14-1 to BH14-. The native soils encountered below topsoil and/or reworked soil generally consisted of fine to medium sand and sand and gravel. On June 4, 2014, twelve (12) days after drilling, groundwater levels measured in the piezometers/monitoring well installed in the boreholes ranged from 2.2 m to 5.7 m below the existing ground surface. However, the piezometer installed in Borehole BH14-6 was dry at a depth about 4.5 m below the existing ground surface. Topsoil Topsoil with thicknesses ranging from 90 mm to 210 mm was encountered in all boreholes. The thickness of the topsoil in each borehole is shown in the individual borehole log. It should be noted that the thickness of the topsoil may not be representative for the site and should not be relied on to calculate the amount of topsoil at the site. Reworked Soils Reworked soils were encountered in Boreholes BH14-04 to BH14-11 and extended to depths ranging from 0.7 m to 1.4 m below the existing ground surface. Reworked soils consisted mainly of clayey silt and occasional silty sand. SPT carried out within the cohesive clayey soils gave N values ranging from 2 to 9 blows per 00 mm penetration, indicating a very soft to stiff consistency. The cohesionless silty sand soil was found in a very loose compactness condition with a measured SPT N value of 2 blows. The in-situ water content of the soil samples ranged from approximately 5 to 19 %. The result of one (1) grain size analysis of a sample retrieved from the 50 mm O.D. sampler is shown on the borehole log and on Figure 18. They are also summarized on the following table: Grain Size Distribution BH No. Sample No. % Gravel %Sand %Silt %Clay BH Steelcase Rd, Unit Markham, ON Tel: Fax:

16 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Sand and Gravel Sand and gravel deposit was encountered in all boreholes with the exception of Borehole BH14-10 and extended to depths ranging from 5 m to 8.1 m below the existing ground surface. All boreholes with the exception of Borehole BH14-10 were terminated in the sand and gravel deposit. SPT N values ranging from 7 to greater than 100 blows indicated a loose to very dense compactness conditions but typically in dense compactness condition with the average SPT N value of 5. The natural water content of the samples ranged from about 2 to 11 %. The results of two (2) grain size analyses of the soil samples retrieved from the 50 mm O.D. sampler are shown on the borehole logs and on Figures 15 and 17. They are also summarized on the following table: Grain Size Distribution BH No. Sample No. % Gravel %Sand %Silt %Clay BH BH Fine to Medium Sand Fine to medium sand deposit was encountered in all boreholes with the exception of Boreholes BH14-02 to BH14-04 and extended to depths ranging from 2.1 m to 6.6 m below the existing ground surface. The sand deposit was fully penetrated in the boreholes and its inferred thickness ranged from about 1.4 m to 4.1 m. SPT N values ranging from 7 to 2 blows indicated a loose to compact compactness condition. The natural water content of the samples ranged from about 2 to 18 %. The results of two (2) grain size analyses of the soil samples retrieved from the 50 mm O.D. sampler are shown on the borehole logs and on Figures 14 and 16. They are also summarized on the following table: BH No. Sample No. Grain Size Distribution % Gravel %Sand %Silt %Clay BH BH Sandy Silt/Silt Localized sandy silt/silt was encountered at various depths in Boreholes BH14-07 and BH The silt was found between sand and sand and gravel deposits in BH14-07 with a thickness of about 0.1 m. The sandy silt was encountered below the sand deposit and extended to the borehole terminal depth of 5 m 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

17 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario below the existing ground surface. SPT N values of 12 and 17 indicated a compact compactness condition. The natural water content of the samples was about 21 and 22 %..2 Groundwater Conditions During drilling, groundwater was encountered in all boreholes with the exception of Boreholes BH14-06 and BH14-11 at depths ranging from 2. m to 6.4 m below the existing ground surface. Seven (7) 19 mm diameter piezometers and one (1) 50 mm diameter monitoring well were installed to permit the monitoring of the groundwater table. Details of the installation of these piezometers and monitoring well are presented in the borehole logs. The groundwater depths/elevations measured in the piezometers and monitoring well on June 4, 2014 are shown on the following table. BH No. Date of observation Groundwater Depths/Elevations Measured in Piezometers Depth of Groundwater below Grade (m) Elevation of Groundwater (m) BH14-01 June 4, mm diameter piezometer BH14-02 June 4, mm diameter piezometer BH14-0 June 4, mm diameter piezometer BH14-05 June 4, mm diameter piezometer BH14-06 June 4, 2014 Dry - 19 mm diameter piezometer BH14-08 June 4, mm diameter monitoring well BH14-09 June 4, mm diameter piezometer BH14-10 June 4, mm diameter piezometer Note It should be noted that the groundwater levels can vary and are subject to seasonal fluctuations in response to weather events. 4. PRELIMINARY GEOTECHNICAL DISCUION AND RECOMMENDATIONS 4.1 General Comments This section of the report presents preliminary geotechnical recommendations for the preliminary design and planning of the proposed subdivision development. The recommendations included in this section are intended to provide the designer with the preliminary information required to complete the preliminary design of the various components of the project and are considered not sufficient for the 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

18 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario detailed design of the proposed subdivision. A detailed geotechnical investigation should be carried out once detailed subdivision design information is available. It is understood that the subject site is proposed to be a residential subdivision development. The site will be serviced by a network of roads and municipal services. The following preliminary geotechnical information is provided for the planning and preliminary design of residential houses, underground services and paved roads at the site: Reworked soils were encountered below topsoil in Boreholes BH14-4 to Bh14-11 and extended to depths ranging from 0.7 m to 1.4 m below the existing ground surface at the site. The reworked soils are considered unsuitable for supporting the residential houses (with or without basement) and any other settlement sensitive structures. Based on the preliminary grading plan provided by SCS Consulting Group Ltd. via an dated July 0, 2014 (Preliminary Grading Plan, Project No. 1505, Figure No. 5.1). It is understood that cut and fill operations would be required to establish appropriate subgrade levels throughout the site. In the areas where earth fill is required for site grading purposes, engineered fill may be utilized to support house foundations, roads, utilities, etc. Prior to the placement of the engineered fill, the existing construction debris, all of the topsoil, existing fill materials and surficially softened native soils must be removed and the exposed surface proof rolled. Any soft spots revealed during proof rolling must be sub-excavated and reengineered. The fill materials must be subexcavated and completely removed prior to the engineered fill placement. Materials for reuse as engineered fill must be approved by a geotechnical engineer from SPL prior to placement. Excavated native soils and the existing fills are considered to be suitable for reuse provided they are free of organics and debris. However, in consideration of the poorly graded nature of the native materials and the anticipated cobbles and boulders, some difficulties should be anticipated in using these soils for compaction. These materials will likely require some adjustments in their water content (wetting or drying) prior to engineered fill placement and compaction. It should be noted that the cobbles and boulders are not considered suitable for reuse as engineered fill materials. The approved materials for engineered fill should be placed in maximum 00 mm loose lifts and be uniformly compacted to 98 percent of standard Proctor Maximum Dry Density (SPMDD) throughout. The placement of engineered fill must be monitored by qualified geotechnical personnel on a full-time basis. The top surface of the engineered fill should be protected as necessary from construction traffic, and should be sloped to provide positive drainage for surface water during the construction period. The upper surface of the engineered fill should extend to at least 2 m outside of the outer edge of the exterior building foundation envelope (in all directions), and should be temporarily sloped (i.e. during construction period), if required, down and away at an inclination no steeper than 1 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

19 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario horizontal to 1 vertical (1H:1V). The guidelines related to typical engineered fill construction are included in Appendix B. The native subsoils at the site are considered to be suitable for supporting conventional residential houses (with or without basements). A preliminary allowable bearing pressure of 100 kpa may be assumed for conventional shallow spread and/or strip footings bearing in the native, undisturbed competent subsoils. Footings founded on approved engineered fill, if utilized at the site, may be designed using a preliminary allowable bearing pressure in the range of 100 to 150 kpa. The type of foundation drainage system required (perimeter drains and/or underslab drains; damp-proofing or water-proofing) depends upon founding elevations, soil types in the area and actual stabilized groundwater levels. It is suggested that the basement floor elevations should be set above the water table. Underfloor drains and upgraded level of water-proofing would be necessary in areas of the site where basements are proposed to be located close to or below the groundwater table. In any event, the type of foundation drainage should be confirmed by the geotechnical engineer once the site grading plans are available, as part of the final design process. All exterior footings and footings in unheated areas should be protected with a minimum of 1.2 m of earth cover for frost protection. Based on the design information provided by SCS via an dated June 12, 2014, it is anticipated that the sewer and watermain installations will require excavations between about 2 m and 5 m below the finish grade at which depth they will be generally below or near the ground water table. Groundwater control during excavation above the water table can be handled, as required, by pumping from properly constructed and filtered sumps located within the excavations. Perched groundwater may be expected in the reworked soils and native cohesionless soils above the groundwater tables at various depths. Where the proposed service pipes are laid below the prevailing groundwater levels in the cohesionless sand/sand and gravel deposits, significant groundwater seepage should be expected. Depending upon the thickness and extent of these soils, the prevailing groundwater level at the time of construction and the pipe invert levels, some form of positive groundwater control such as deep wells, well-points, or eductors, in addition to pumping from sumps, would be required to lower the groundwater table to at least 1 m below the base of the excavation to maintain the stability of the base and side slopes of the trench excavations in these areas. In this regard, further investigation of the native soil types and stabilized groundwater levels should be carried out as part of the followup, site specific detailed geotechnical investigation at the site. The need for and type of groundwater control measures can then be reviewed by the geotechnical engineer as part of the final design process. It should be noted that groundwater control measures that extract more than 50,000 L/day of water are subject to a Permit to Take Water (PTTW), as regulated by the MOE. A hydrogeological study is recommended for this project. 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

20 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario It is anticipated that the trench excavations will consist of conventional temporary open cuts with side slopes not steeper than 1H:1V. However, some local flattening of the slopes may be required, especially in loose/soft zones (i.e. in reworked soils or wet cohesionless deposits) or where localized seepage is encountered. Care should be taken to direct surface runoff away from the open excavations and all excavations should be carried out in accordance with the Occupational Health and Safety Act and Regulations for Construction Projects. According to the Act, the existing reworked soils, native sand/sand and gravel would be classified as Type soils above the groundwater tables; the native sand/sand and gravel below groundwater level would be classified as Type 4 soils. It should be noted that cobbles and boulders would be encountered throughout the site. The excavated materials at suitable water contents may be reused as trench backfill provided they are free of topsoil, organics or other deleterious materials. The cobbles and boulders are not considered suitable for reuse as backfill materials. Complete removal of the existing residential septic systems, wells, old foundations, etc. would likely be required as part of the site redevelopment. Based on the subsurface conditions encountered at the site and in accordance with the County of Brant s standards and the assumed traffic usage for residential local streets, the following pavement designs are recommended for the subdivision streets: MATERIAL THICKNE OF PAVEMENT ELEMENTS (MM) LOCAL COLLECTOR Asphaltic Material (OP 1150) Granular Material (OP 1010) HL Surface Course HL 4 Binder Course mm Crusher Run Limestone Base 50 mm Crusher Run Limestone Type II Subbase Prepared and Approved Subgrade 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

21 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario 4.2 Slope Stability Study Slope Conditions and Profiles A site reconnaissance was carried out on June 4, The following section provides a summary of observations related to the slopes at the site: Based on the site measurements and observations made during the site reconnaissance and the topographic drawing provided by SCS, the inclinations of the existing slopes at the site are generally flatter than 5.0 horizontal to 1 vertical (5H: 1V) and the slope heights are generally less than 4 m. The majority of the slopes are currently used as farm land as shown on Photograph 1, Appendix A; one slope at the northeast corner of site is currently covered by grass and scattered mature trees, as shown on Photographs 2 to 4. Surficial erosion was not noted on the slope surface. Indications of surficial creep and shallow slumping/sloughing of the near-surface slope materials were not observed along the slope faces. Tension cracks and/or other indicators of deep seated movement of the slope were not observed at or beyond the crests of the slopes. The slope at the northeast corner of site (vicinity of BH14-02), a hydro pole and possible septic tank are noted in the middle portion and at the crest of the slope, as show on Photographs 4 and 5. The infiltration trenches of the septic system may have an impact to the long term slope stability. It is anticipated that the septic system will be removed as part of the new development. Should the septic system be left on the site, a slope stability analysis should be carried out at the cross-section thorough the location of the septic system based on the actual soil and groundwater conditions as well as the as-built septic system design drawings. In summary, no signs of deep-seated slope instability were noted during the visual reconnaissance for the slopes at the site Slope Stability Analysis One typical slope profile derived from the topographic drawing at Cross - Section A-A (vicinity of BH14-02, see Drawing 1 for location) is presented on Drawing 19. Soil strength parameters selected for the soil strata have been estimated based on Borehole BH14-02 drilled near the slope, previously published information and from our experience on similar projects. A static slope stability analysis was carried out for the soil stratigraphy using effective stress strength parameters as shown on the following table: 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

22 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Soil Parameters for Slope Stability Analysis Soil Type Soil Density (kn/m ) Effective Cohesion c' (kpa) Effective Friction Angle φ' (degree) Compact to Very Dense Sand and Gravel Slope stability analysis of the existing slope at Cross Section A-A was carried out with the computer program SLIDE (Version 6.0) using the Simplified Bishop method. The calculated minimum Factor of Safety (FOS) of the slope failure surfaces of the existing slope Section A-A is.85, as shown on Drawing 20, which is considered to be stable from a geotechnical perspective. Considering the remaining sections of the existing slopes encountered at the site are generally flatter than the slope section in the vicinity of BH14-2 and the heights of the remaining slopes are generally less than 4 m and therefore, these slope sections are also considered to be stable from a geotechnical perspective Erosion Considerations A setback from a geotechnical perspective is not considered warranted as the Factor of Safety (FOS) against overall (i.e. deep-seated) slope instability are greater than 1.5. As the existing wet lands are more than 15 m away from the toe of the slope an erosion setback component is not applicable and therefore, it is our opinion that no erosion allowance for the slope toe is required for the analyses of the long term stable slope in accordance with the Provincial Guidelines entitled Understanding Natural Hazards. Based on the analysis results and the site conditions, it should be concluded that the existing crest of the slope can be considered as the Long Term Stable Top of Slope. 4. Preliminary Geotechnical Input for Proposed SWM Pond (in the Vicinity of BH14-08) Based on the preliminary conceptual design information provided by SCS, the currently proposed geodetic elevation of SWM pond bottom is Elev m. The permanent pool level is at Elev m, and the top of pond elevation is at approximately Elev m Subsurface Soil and Groundwater Conditions in the Area of SWM Pond Borehole BH14-08 was advanced in the area of the proposed SWM pond. The soils encountered in this borehole consisted of 100 mm of topsoil overlying approximately 1. m thick reworked soil which were 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

23 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario underlain by compact fine to medium sand deposit. The sand deposit was underlain by compact to dense sand and gravel which extended to the borehole termination depth. On June 4, 2014, the groundwater level measured in the monitoring well installed in BH14-08 was found at a depth of about 2.2 m below the existing ground surface, corresponding to about Elev m, indicating that the local groundwater level is approximately 1.6 m above the proposed pond base elevation and is about 0.5 m below the proposed permanent pool level Preliminary Geotechnical Recommendations for the Proposed SWM Pond Design The following comments and recommendations are considered to be preliminary and should be further reviewed and amended once the detailed design of the pond is available. Based on the preliminary design information provided, the base of the proposed SWM Pond is at Elev m. Based on the soil conditions encountered in Borehole BH14-08, the pond excavation is anticipated to be carried out through the reworked soil (about 1. m thick), fine to medium sand (about 2. m thick) and possible sand and gravel deposit to the design pond base level. The excavation is anticipated to be about 1.6 m below the local water table, based on the groundwater levels recorded in the monitoring well on June 4, Groundwater control during pond excavation within the reworked soil and fine to medium sand above the groundwater table can be handled, as required, by pumping from properly constructed and filtered sumps located within the excavations. Significant groundwater seepage and soil instability should be expected in the fine to medium sand below the groundwater level. It should be noted that the fine to medium grained sand deposit is very susceptible to disturbance by construction activity. Some form of positive groundwater control (well points or eductors) would be required to maintain the stability of the base and side slopes of the proposed SWM pond excavation, in addition to pumping from sumps. The dewatering measures should lower the groundwater levels to at least 1 m below the excavations during construction. It should be noted that groundwater control measures that extract more than 50,000 L/day of water are subject to a Permit to Take Water (PTTW), as regulated by the MOE. Based on the preliminary pond base elevation and the size of the proposed pond, a PTTW is likely to be required. The application to a PTTW will require a hydrogeological study to support the application. It is noted that the existing wet land is located to the west of the proposed SWM pond. The sand/sand and gravel deposits within the proposed SWM pond are likely hydraulically conducted to the water in the wet land, therefore, the potential of the impact of dewatering to the vicinity wet land should be evaluated by the engineers. Pond side slopes above the permanent water level in the pond should be no steeper than horizontal to 1 vertical (:1). Pond side slopes below the permanent pond water level should be 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

24 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario at least 4H:1V or flatter. The minimum pond slope inclination should follow the design guidelines of the local municipality. The sand deposit which is anticipated at the base and side slopes of the proposed pond below about Elev m has a high permeability. To maintain the permanent pond level at the design elevation of Elevation m, which is above the measured groundwater table at Elev m, it would be necessary to construct a hydraulic barrier, i.e. impervious liner to reduce the communication between local groundwater and pond storm water through the pond side slopes and base. The installed permanent impervious liner, however, will be subject to uplift pressures at times when the water level in the pond drops below the exterior ground water level, as well as when the pond is drained for maintenance or the ground water level rises above its present recorded level. The uplift pressure could be resisted by the weight of the soil that is placed above the liner or by installing a series of subdrains below the liner which can be used to draw down the water levels during the maintenance. Consideration may be given to installing a geosynthetic clay liner (GCL) over the pond side slopes and base as necessary to maintain the design pond water levels. The GCL should be placed at the entire pond bottom and side slopes and extend to approximately 0.5 m above the permanent pool level. A minimum 2.5 m thickness of compacted locally available soils should be placed on top of the GCL at the pond bottom and side slopes both as a protection of the liner from damage and to counterbalance the uplift pressures. The soil above the liner should be placed and compacted in a manner to minimize disturbance and to prevent damage of the GCL liner. The soil should be placed in a maximum loose lift of 0.5 m immediately above the GCL with appropriate equipment without damaging the GCL and maximum loose lifts of 0. m thereafter, and it should be compacted to a minimum of 95 percent of the material s standard Proctor maximum dry density (SPMDD). As an alternative to GCL as noted above, consideration may be given to constructing a pond liner using approved clayey soils. Since predominantly sandy deposits were encountered at the site, imported clayey materials would be required to construct the liner. The clay liner should be at least 2.5 m thick and be constructed using clayey soils approved by the geotechnical engineer. It should be placed in maximum 00 mm thick lifts at suitable water contents and compacted to at least 95 percent of SPMDD. It should be noted that the required thickness of the clay liner to counterbalance the uplifting pressure is highly dependent on the groundwater levels at the proposed pond area. Further frequent monitoring of the installed well should be carried out. Additional boreholes and monitoring wells should be carried out at the proposed pond area during the detailed design stage. 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

25 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Sufficient dewatering measures should be used to lower the groundwater levels to at least 1 m below the final excavation level to provide a stable work surface for the installation of the GCL or clay liner. The recommendations provided above should be regarded as preliminary. Additional borehole(s) should be carried out to provide sufficient information of the soil and groundwater conditions at the proposed pond location. 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

26

27 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Drawings, Figures and Enclosures 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

28

29 Drawing 2A: Explanation of Terms Used in the Record of Boreholes Sample Type AS Auger sample BS Block sample CS Chunk sample DO Drive open DS Dimension type sample FS Foil sample NR No recovery RC Rock core SC Soil core Spoon sample SH Shelby tube Sample ST Slotted tube TO Thin-walled, open TP Thin-walled, piston WS Wash sample Penetration Resistance Standard Penetration Resistance (SPT), N: The number of blows by a 6.5 kg (140 lb) hammer dropped 760 mm (0 in) required to drive a 50 mm (2 in) drive open sampler for a distance of 00 mm (12 in). WH Samples sinks under weight of hammer Dynamic Cone Penetration Resistance, Nd: The number of blows by a 6.5 kg (140 lb) hammer dropped 760 mm (0 in) to drive uncased a 50 mm (2 in) diameter, 60 o cone attached to A size drill rods for a distance of 00 mm (12 in). Textural Classification of Soils Classification Boulders Cobbles Gravel Sand Silt Clay Particle Size > 200 mm 75 mm mm 4.75 mm - 75 mm mm 4.75 mm mm mm <0.002 mm Coarse Grain Soil Description (50% greater than mm) Terminology Proportion Trace 0-10% Some 10-20% Adjective (e.g. silty or sandy) 20-5% And (e.g. sand and gravel) > 5% Soil Description a) Cohesive Soils(*) Consistency Undrained Shear SPT N Value Strength (kpa) Very soft < Soft Firm Stiff Very stiff Hard >200 >0 (*) Hierarchy of Shear Strength prediction 1. Lab triaxial test 2. Field vane shear test. Lab. vane shear test 4. SPT N value 5. Pocket penetrometer b) Cohesionless Soils Density Index (Relative Density) Very loose <4 Loose 4-10 Compact 10-0 Dense 0-50 Very dense >50 Soil Tests SPT N Value w Water content wp Plastic limit wl Liquid limit C Consolidation (oedometer) test CID Consolidated isotropically drained triaxial test CIU consolidated isotropically undrained triaxial test with porewater pressure measurement DR Relative density (specific gravity, Gs) DS Direct shear test ENV Environmental/ chemical analysis M Sieve analysis for particle size MH Combined sieve and hydrometer (H) analysis MPC Modified proctor compaction test SPC Standard proctor compaction test OC Organic content test U Unconsolidated Undrained Triaxial Test V Field vane (LV-laboratory vane test) γ Unit weight

30 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Drawing 2B: Notes On Sample Descriptions 1. All sample descriptions included in this report generally follow the Unified Soil Classification. Laboratory grain size analyses provided by SPL also follow the same system. Different classification systems may be used by others, such as the system by the International Society for Soil Mechanics and Foundation Engineering (IMFE). Please note that, with the exception of those samples where a grain size analysis and/or Atterberg Limits testing have been made, all samples are classified visually. Visual classification is not sufficiently accurate to provide exact grain sizing or precise differentiation between size classification systems. 2. Fill: Where fill is designated on the borehole log it is defined as indicated by the sample recovered during the boring process. The reader is cautioned that fills are heterogeneous in nature and variable in density or degree of compaction. The borehole description may therefore not be applicable as a general description of site fill materials. All fills should be expected to contain obstruction such as wood, large concrete pieces or subsurface basements, floors, tanks, etc., none of these may have been encountered in the boreholes. Since boreholes cannot accurately define the contents of the fill, test pits are recommended to provide supplementary information. Despite the use of test pits, the heterogeneous nature of fill will leave some ambiguity as to the exact composition of the fill. Most fills contain pockets, seams, or layers of organically contaminated soil. This organic material can result in the generation of methane gas and/or significant ongoing and future settlements. Fill at this site may have been monitored for the presence of methane gas and, if so, the results are given on the borehole logs. The monitoring process does not indicate the volume of gas that can be potentially generated nor does it pinpoint the source of the gas. These readings are to advise of the presence of gas only, and a detailed study is recommended for sites where any explosive gas/methane is detected. Some fill material may be contaminated by toxic/hazardous waste that renders it unacceptable for deposition in any but designated land fill sites; unless specifically stated the fill on this site has not been tested for contaminants that may be considered toxic or hazardous. This testing and a potential hazard study can be undertaken if requested. In most residential/commercial areas undergoing reconstruction, buried oil tanks are common and are generally not detected in a conventional preliminary geotechnical site investigation.. Till: The term till on the borehole logs indicates that the material originates from a geological process associated with glaciation. Because of this geological process the till must be considered heterogeneous in composition and as such may contain pockets and/or seams of material such as sand, gravel, silt or clay. Till often contains cobbles (60 to 200 mm) or boulders (over 200 mm). Contractors may therefore encounter cobbles and boulders during excavation, even if they are not indicated by the borings. It should be appreciated that normal sampling equipment cannot differentiate the size or type of any obstruction. Because of the horizontal and vertical variability of till, the sample description may be applicable to a very limited zone; caution is therefore essential when dealing with sensitive excavations or dewatering programs in till materials. 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

31 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (160mm) SAND AND GRAVEL: brown, compact STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 11 GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Hollow Stem Auger Diameter: 150 mm Date: May/2/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace to some gravel, trace silt, brown to grey, moist, loose to compact bentonite SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, compact to dense. Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES 261, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

32 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, compact to dense.(continued) STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION sand screen DRILLING DATA Method: Hollow Stem Auger Diameter: 150 mm Date: May/2/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL W. L m END OF BOREHOLE Notes: 1). Water encountered at a depth of 6.1 m during drilling. 2). Water at a depth of 5.5 m upon completion of drilling. ). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June cutting SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

33 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (210mm) SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, loose to very dense. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 7 GROUND WATER CONDITIONS ELEVATION 265 DRILLING DATA Method: Hollow Stem Auger Diameter: 150 mm Date: May/2/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 4 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL bentonite SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 4 Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES sand, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

34 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, loose to very dense.(continued) STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION 260 DYNAMIC CONE PENETRATION RESISTANCE PLOT W. L m DRILLING DATA Method: Hollow Stem Auger Diameter: 150 mm Date: May/2/2014 SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 4 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL screen END OF BOREHOLE Notes: 1). Water encountered at a depth of 6.1 m during drilling. 2). Water at a depth of 5.8 m upon completion of drilling. ). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June cutting SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

35 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (120mm) SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, loose to very dense. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 7 GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 5 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL bentonite SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 4 Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES 259 W. L m screen sand 258, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

36 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, loose to very dense.(continued) STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 5 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL cutting END OF BOREHOLE Notes: 1). Cave-in at a depth of 4.6 m bgs upon completion of drilling 2). Water encountered at a depth of 4.6 m during drilling ). Water at a depth of 4.6 m upon completion of drilling 4). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June 04.9 SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

37 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (100mm) FILL: clayey silt, some sand, trace gravel, brown, moist to wet, soft. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION 261 DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 6 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SAND AND GRAVEL: trace silt, containing cobbles and boulders, brown, loose to dense SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ Continued Next Page GROUNDWATER ELEVATIONS 5 6 AS 0 GRAPH NOTES , : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

38 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION 5.0 END OF BOREHOLE Notes: 1). Cave-in at a depth of 1.5 m bgs upon completion of drilling. 2). Water encountered at a depth of 2. m during drilling. STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 6 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

39 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (120mm) FILL: clayey silt, some sand, trace gravel, brown, moist to wet, firm. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 7 GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/2/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 7 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace silt, trace gravel, brown, loose bentonite SAND AND GRAVEL: trace silt, containing cobbles and boulders, brown, compact to very dense SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 4 Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES 260 sand screen 259, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

40 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION SAND AND GRAVEL: trace silt, containing cobbles and boulders, brown, compact to very dense.(continued) STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DYNAMIC CONE PENETRATION RESISTANCE PLOT W. L m DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/2/2014 SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 7 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL cutting END OF BOREHOLE Notes: 1). Cave-in at a depth of 5.2 m bgs upon completion of drilling. 2). Water encountered at a depth of 6.4 m during drilling. ). Water at a depth of 6.4 m upon completion of drilling. 4). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

41 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (150mm) FILL: clayey silt, some sand, trace gravel, brown, moist to wet, firm. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 5 GROUND WATER CONDITIONS ELEVATION 265 DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/2/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 8 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace silt, trace to some gravel, brown, loose to compact bentonite SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, compact Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES 262 sand screen 261 cutting, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

42 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION 5.0 END OF BOREHOLE Notes: 1). Borehole was open and dry upon completion of drilling. 2). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June 04 dry STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/2/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 8 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

43 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (120mm) FILL: clayey silt, some sand, trace gravel, brown, moist to wet, firm. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 5 GROUND WATER CONDITIONS ELEVATION 260 DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 9 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SAND AND GRAVEL: trace silt, trace organic, brown, compact FINE TO MEDIUM SAND: trace silt, trace to some gravel, containing cobbles and boulders, brown, compact to dense mm thin silt layer encountered approximately at a depth of 2.6 m. SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, dense to very dense. 4A 4B 12 SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ Continued Next Page GROUNDWATER ELEVATIONS >79 GRAPH NOTES , : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

44 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION 5.0 END OF BOREHOLE Notes: 1). Cave-in at a depth of.7 m bgs upon completion of drilling. 2). Water encountered at a depth of.0 m during drilling. ). Water at a depth of.5 m upon completion of drilling. STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 9 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

45 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (100mm) FILL: clayey silt, some sand to sandy, trace clay, trace gravel, brown, moist, soft to stiff. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION 260 DRILLING DATA Method: Hollow Stem Auger Diameter: 150 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 10 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace to some silt, brown, loose to compact bentonite W. L m SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ SAND AND GRAVEL: trace silt, containing cobbles and boulders, brown, compact to dense. Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES , : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

46 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION SAND AND GRAVEL: trace silt, containing cobbles and boulders, brown, compact to dense.(continued) STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Hollow Stem Auger Diameter: 150 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 10 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL sand screen SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ END OF BOREHOLE Notes: 1). Water encountered at a depth of 2. m during drilling. 2). 50mm dia. monitoring well was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June cutting GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

47 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (100mm) FILL: clayey silt, sandy, brown, moist to wet, soft. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 2 GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 11 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace silt, trace gravel, brown, compact. bentonite SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, trace silt, brown, compact to dense. Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES sand W. L m 258 screen 257, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

48 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, trace silt, brown, compact to dense.(continued) STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 11 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 256 cutting END OF BOREHOLE Notes: 1). Cave-in at a depth of 4.9 m bgs upon completion of drilling. 2). Water encountered at a depth of.0 m during drilling. ). Water at a depth of.0 m upon completion of drilling. 4). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June 04.2 SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

49 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (100mm) FILL: silty sand, trace clay, trace gravel, brown, moist, loose. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m 2 GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 12 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace to some silty clay, trace gravel, brown, loose to compact bentonite screen SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ SANDY SILT: trace clay, brown, compact Continued Next Page GROUNDWATER ELEVATIONS 5 6A 6B GRAPH NOTES sand W. L m cutting, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

50 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION 5.0 END OF BOREHOLE Notes: 1). Cave-in at a depth of.7 m bgs upon completion of drilling. 2). Water encountered at a depth of.0 m during drilling. ). Water at a depth of.5 m upon completion of drilling. 4). 19mm dia. piezometer was installed in borehole upon completion of drilling. Water Level Readings: Date W. L. Depth (m) June 04.2 STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 12 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

51 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION TOPSOIL: (90mm) FILL: clayey silt, sandy, some gravel, brown, moist to wet, soft. STRATA PLOT NUMBER 1 SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 1 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL FINE TO MEDIUM SAND: trace silt, trace to some gravel, brown, moist, loose to compact SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/ SAND AND GRAVEL: trace to some silt, containing cobbles and boulders, brown, very dense Continued Next Page GROUNDWATER ELEVATIONS GRAPH NOTES , : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

52 LOG OF BOREHOLE BH OF 2 PROJECT: Proposed Residential Subdivision Development CLIENT: Ontario Limited c/o SCS Consulting Group Ltd. PROJECT LOCATION: Town of Paris, County of Brant, Ontario DATUM: Geodetic BH LOCATION: See Borehole Location Plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION 5.0 END OF BOREHOLE Note: 1). Borehole was open and dry upon completion of drilling. STRATA PLOT NUMBER SAMPLES TYPE "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger Diameter: 115 mm Date: May/22/2014 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH (kpa) PLASTIC FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 1 LIQUID w L POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL SPL SOIL LOG NISCAL PROPERTY, PARIS.GPJ SPL.GDT 6/24/14 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

53 Particle Size Distribution Report 100 Granular B, Type I PERCENT FINER GRAIN SIZE - mm. % Gravel Coarse Fine % +" Coarse SIEVE PERCENT SPEC.* PA? SIZE FINER PERCENT (X=NO) 1.2mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm. 0.0 * Granular B, Type I Location: BH Sample Number: MM-0669 % Sand Medium 42.2 Fine % Fines Silt Clay Soil Description Sand,trace gravel,trace silt PL= X Atterberg Limits LL= D90= D50= D10= Coefficients D85= D0= Cu=.79 USCS= Classification AASHTO= PI= D60= D15= Cc= 1.66 Remarks Sampled by Sarah on MAy 22, 2014 Date: Client: Ontario Limited C/O SCS Consulting Group Ltd. Project: Proposed Residential Subdivision Development, Town of Paris, County of Brant, Ontario. Project No: Figure 14

54 Particle Size Distribution Report 100 Granular B, Type I PERCENT FINER GRAIN SIZE - mm. % Gravel Coarse Fine % +" Coarse SIEVE PERCENT SPEC.* PA? SIZE FINER PERCENT (X=NO) 26.5mm 19mm 16mm 1.2mm 9.5mm 4.75mm 2.00mm 0.850mm 0.425mm 0.250mm 0.106mm 0.075mm mm mm mm mm mm mm mm mm Fine % Fines Silt Clay Soil Description Sand & Gravel,trace silt PL= % Sand Medium X Atterberg Limits LL= D90= D50= D10= Coefficients D85= D0= Cu= USCS= Classification AASHTO= PI= D60= D15= Cc= 0.4 Remarks Sampled by Sarah on May 22, 2014 * Granular B, Type I Location: BH Sample Number: MM-0670 Date: Client: Ontario Limited C/O SCS Consulting Group Ltd. Project: Proposed Residential Subdivision Development, Town of Paris, County of Brant, Ontario. Project No: Figure 15

55 Particle Size Distribution Report 100 Granular B, Type I PERCENT FINER GRAIN SIZE - mm. % Gravel Coarse Fine % +" Coarse SIEVE PERCENT SPEC.* PA? SIZE FINER PERCENT (X=NO) 4.75mm 2.00mm 0.850mm 0.425mm 0.250mm 0.106mm 0.075mm mm mm mm mm mm mm mm mm % Sand Medium 18.1 % Fines Silt Fine Clay 0.4 Soil Description Sand,some silt PL= X Atterberg Limits LL= D90= D50= D10= Coefficients D85= D0= Cu= 4.75 USCS= Classification AASHTO= PI= D60= 0.4 D15= Cc= 2.45 Remarks Sampled by Sarah on May 22, 2014 * Granular B, Type I Location: BH14-8 Sample Number: MM-0667 Date: Client: Ontario Limited C/O SCS Consulting Group Ltd. Project: Proposed Residential Subdivision Development, Town of Paris, County of Brant, Ontario. Project No: Figure 16

56 Particle Size Distribution Report 100 Granular B, Type I PERCENT FINER GRAIN SIZE - mm. % Gravel Coarse Fine % +" Coarse SIEVE PERCENT SPEC.* PA? SIZE FINER PERCENT (X=NO) 7.5mm 26.5mm 19mm 16mm 1.2mm 9.5mm 4.75mm 2.00mm 0.850mm 0.425mm 0.250mm 0.106mm 0.075mm mm mm mm mm mm mm mm mm % Sand Medium 12.9 Fine % Fines Silt Clay Soil Description Sand & gravel,trace silt PL= Atterberg Limits LL= D90= D50= D10= Coefficients D85= D0= Cu= USCS= Classification AASHTO= PI= D60= D15= Cc= 0.64 Remarks Sampled by Sarah on May 22, 2014 * Granular B, Type I Location: BH Sample Number: MM-0666 Date: Client: Ontario Limited C/O SCS Consulting Group Ltd. Project: Proposed Residential Subdivision Development, Town of Paris, County of Brant, Ontario. Project No: Figure 17

57 Particle Size Distribution Report 100 Granular B, Type I PERCENT FINER GRAIN SIZE - mm. % Gravel Coarse Fine % +" Coarse SIEVE PERCENT SPEC.* PA? SIZE FINER PERCENT (X=NO) 26.5mm 19mm 16mm 1.2mm 9.5mm 4.75mm 2.00mm 0.850mm 0.425mm 0.250mm 0.106mm 0.075mm mm mm mm mm mm mm mm mm X % Fines Silt Fine Clay 11.2 Soil Description Clayey silt,sandy,some gravel PL= % Sand Medium Atterberg Limits LL= D90= D50= D10= Coefficients D85= D0= Cu= USCS= Classification AASHTO= PI= D60= D15= Cc= 4. Remarks Sampled by Sarah on May 22, 2014 * Granular B, Type I Location: BH Sample Number: MM-0668 Date: Client: Ontario Limited C/O SCS Consulting Group Ltd. Project: Proposed Residential Subdivision Development, Town of Paris, County of Brant, Ontario. Project No: Figure 18

58

59 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario Drawing 20 Slope Stability Analysis, Cross Section A-A 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

60 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario APPPENDIX A PHOTOGRAPHS OF SLOPEs PHOTOGRAPHS 1-6 WERE TAKEN ON JUEN 4, Steelcase Rd, Unit Markham, ON Tel: Fax:

61 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario i Photograph 1 - Slope overview (BH14-1), standing at the toe of slope, looking south Photograph 2 - Slope overview (BH14-2), standing at the toe of slope, looking south 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

62 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario ii Photograph Slope overview (BH14-1), standing at the top of slope, looking north Photograph 4 - Overview of slope crest (BH14-2), looking west 51 Steelcase Rd, Unit Markham, ON Tel: Fax:

63 Project: Preliminary Geotechnical Investigation, Proposed Residential Subdivision Development Parts of Lots 2 and, Town of Paris, Ontario iii Photograph 5 - Possible septic tank at the top of slope (BH14-2), looking north Photograph 6 Hydro pole in the middle of slope (BH14-2), looking north 51 Steelcase Rd, Unit Markham, ON Tel: Fax: