Preliminary Geotechnical Investigation

Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario Prepared For: Dionne Bacchus & Associates Consulting Engineers Ltd. GeoPro Project No.: 16-1296-01 Revised Report Date: November, 2016 GeoPro Consulting Limited (905) 27-86 office@geoproconsulting.ca Units 25 to 27, 40 Vogell Road, Richmond Hill, Ontario L4B N6 T: (905) 27-86 E: office@geoproconsulting.ca Units 25-27, 40 Vogell Road, Richmond Hill, Ontario L4B N6

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario Table of Contents 1. INTRODUCTION... 1. SUBSURFACE CONDITIONS... 2.1 Soil Conditions....2 Groundwater Conditions... 4 4. DISCUION AND RECOMMENDATIONS... 5 4.1 Site and Project Description... 5 4.2 Pavement Design... 6 4.2.1 Existing Pavement Conditions... 6 4.2.2 Lakeview Boulevard Pavement Rehabilitation... 6 4.2. North Driveway Pavement Reconstruction... 8 4.2.4 Pavement Recommendations and Construction Features... 9 4.2.4.1 Pavement Material Types... 9 4.2.4.2 Asphalt Cement Grade... 9 4.2.4. Tack Coat... 9 4.2.4.4 Compaction... 9 4.2.4.5 Pavement Tapers... 9 4.2.4.6 Stripping, Sub-excavation and Grading... 10 4.2.4.7 Construction... 10 4.2.4.8 Drainage... 10 4.2.5 Reuse and Disposal of Existing Pavement Materials... 11 4. Underground Site Services (Storm Sewer)... 11 4..1 Trenching Excavation... 11 4..2 Bedding... 1 Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca i office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario 4.. Backfilling of Trenches... 1 5 CLOSURE...15 Drawings No. Borehole Location Plan 1 Enclosures No. Notes on Sample Description 1A Explanation of Terms Used in the Record of Boreholes 1B Borehole Logs 2 to 7 Figures No. Grain Size Distribution 1 to 2 Atterberg Limits Test Results Limitations to the Report Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca ii office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario 1. INTRODUCTION GeoPro Consulting Limited (GeoPro) was retained by Dionne Bacchus & Associates Consulting Engineers Ltd. (the Client) to conduct a preliminary geotechnical investigation for the Class EA Study of the proposed Lakeview Boulevard Improvements, in the Town of Ajax, Ontario. The purpose of this geotechnical investigation was to obtain information on the existing subsurface conditions by means of a limited number of boreholes, in-situ tests and laboratory tests of soil samples to provide required geotechnical design information. Based on GeoPro s interpretation of the data obtained, geotechnical comments and recommendations related to the road pavement design, drainage and storm sewer installation are provided. The report is prepared with the condition that the design will be in accordance with all applicable standards and codes, regulations of authorities having jurisdiction, and good engineering practice. Further, the recommendations and opinions in this report are applicable only to the proposed project as described above. Ongoing liaison and communication with GeoPro during the design stage and construction phase of the project is strongly recommended to confirm that the recommendations in this report are applicable and/or correctly interpreted and implemented. Also, any queries concerning the geotechnical aspects of the proposed project shall be directed to GeoPro for further elaboration and/or clarification. This report is provided on the basis of the terms of reference presented in our approved proposal prepared based on our understanding of the project. 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 may then be necessary to carry out additional borings and reporting before the recommendations of this report can be relied upon. This report deals with geotechnical issues only. The geo-environmental (chemical) aspects of the subsurface conditions, including the consequences of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources, were not investigated and were beyond the scope of this assignment. The site investigation and recommendations follow generally accepted practice for geotechnical consultants in Ontario. Laboratory testing for most part follows ASTM or CSA Standards or modifications of these standards that have become standard practice in Ontario. This report has been prepared for the Client only. Third party use of this report without GeoPro s consent is prohibited. The limitations to the report presented in this report form an integral part of the report and they must be considered in conjunction with this report. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 1 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario 2. FIELD AND LABORATORY WORK The field work for the geotechnical investigation was carried out on May, 2016, during which time six (6) boreholes (Boreholes BH1 to BH6) were advanced at the locations shown on Borehole Location Plan, Drawing 1. The boreholes were drilled to a depth of about 5 m below the existing ground surface. The boreholes were advanced using continuous flight auger equipment supplied by a drilling specialist subcontracted to GeoPro. Samples were retrieved with a 51 mm (2 inch) O.D. splitbarrel (split spoon) sampler driven with a hammer weighing 624 N and dropping 760 mm (0 inches) in accordance with the Standard Penetration Test (SPT) method. The field work for this investigation was monitored by a member of our engineering staff who also determined the approximate borehole locations in the field, logged the boreholes and cared for the recovered samples. All soil samples obtained during this investigation were brought to our laboratory for further examination and geotechnical classification testing (including water content, grain size distribution, and Atterberg limit tests, when applicable) on selected soil samples. The results of grain size distribution and Atterberg limit tests of the selected soil samples are shown in Figures 1 to. Groundwater condition observations were made in the open boreholes during drilling and upon completion of drilling. All boreholes were backfilled and sealed upon completion of drilling except for borehole BH4. One monitoring well (51 mm in diameter) was installed in Borehole BH4 for groundwater level monitoring. It should be noted that the elevations at the as-drilled borehole locations were not available at the time of preparing the report. The borehole locations plotted on Borehole Location Plan, Drawing 1 were based on the measurement of the site features and should be considered to be approximate.. SUBSURFACE CONDITIONS The borehole locations are shown on Borehole Location Plan Drawing 1. Notes on sample descriptions are presented in Enclosure No. 1A. Explanation of terms used in the record of boreholes is presented in Enclosure No. 1B. The subsurface conditions in the boreholes (BH1 to BH6) are presented in the individual borehole logs (Enclosure Nos. 2 to 7 inclusive). Detailed descriptions of the major soil strata encountered in the boreholes drilled at the site are provided in the following. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 2 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario.1 Soil Conditions Asphalt Pavement All boreholes were advanced through the existing pavement. The existing pavement structure encountered from Boreholes BH1 to BH6 is summarized as follows: Road Section Lakeview Boulevard North Driveway LOCATION Borehole Number BH1 to BH2 and BH4 to BH6 Asphalt (mm) THICKNE OF PAVEMENT STRUCTURE Granular Base/Subbase (mm) 110-15 5-960 Subgrade Type Sandy silt fill, clayey silt fill or gravelly sand fill BH 90 250 Clayey silt fill * The thickness of 960 mm of granular base/subbase in BH4 was not used to calculate the existing pavement structure average thickness on Lakeview Boulevard. Sieve analyses were completed on three samples of the recovered granular base/subbase materials, and the results were compared to OP.MUNI 1010 Granular A and Granular B Type I specifications. The grain size distribution curves for three samples are presented in Figure 1, with a summary of the results provided in the table below. SAMPLE OP.MUNI 1010 GRANULAR A OP.MUNI 1010 GRANULAR B TYPE I BH AS1 BH5 AS1 BH5 AS2 Fill Materials Does not meet OP.MUNI 1010 due to excessive percentages passing most sieves Does not meet OP.MUNI 1010 due to excessive percentages passing most sieves Does not meet OP.MUNI 1010 due to excessive percentages passing most sieves Does not meet OP.MUNI 1010 due to excessive fines (9.7% passing 0.075 mm sieve) Does not meet OP.MUNI 1010 due to excessive fines (11.% passing 0.075 mm sieve) Meets OP.MUNI 1010 requirements Fill Materials consisting of clayey silt, sandy silt and gravelly sand were encountered below the granular base/subbase materials in all boreholes and extended to depths ranging from about 0.9 m to 2.9 m below the existing ground surface. For cohesive fill materials, SPT N values ranging from to 12 blows per 00 mm penetration indicated a soft to stiff consistency. For cohesionless fill materials, SPT N values ranging from 2 to 8 blows per 00 mm penetration indicated a very loose to loose relative density. The in-situ moisture content measured in the soil samples ranged from approximately 1% to 2%. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario Clayey Silt to Silty Clay Clayey Silt to Silty Clay deposits were encountered below the fill materials in boreholes BH and BH5, and extended to depths ranging from about 2.1 m to.4 m below the existing ground surface. SPT N values ranging from 9 to 14 blows per 00 mm penetration indicated a stiff consistency. The natural moisture content measured in the soil samples ranged from approximately 19% to 27%. Clayey Silt Till Clayey Silt Till deposit was encountered below the fill materials in borehole BH2 and extended to the depth of about 2.9 m below the existing ground surface. A SPT N value of 18 blows per 00 mm penetration indicated a very stiff consistency. The natural moisture content measured in the soil sample was approximately 21%. Sandy Silt Sandy Silt deposit was encountered below the fill materials and clayey silt till deposit or within the sandy silt till deposit in Boreholes BH2 to BH4, and extended to depths ranging from about 4.0 m to 5.0 m below the existing ground surface. Borehole BH4 was terminated in this deposit. SPT N values ranging from 16 to 52 blows per 00 mm penetration indicated a compact to very dense relative density. The natural moisture content measured in the soil samples ranged from approximately 19% to 22%. Sandy Silt Till to Sand and Silt Till Sandy Silt Till to Sand and Silt Till deposits were encountered below the fill materials, clayey silt or sandy silt deposits in all boreholes with the exception of borehole BH4, and extended to the depth of about 5.0 m below the existing ground surface. All boreholes with the exception of BH4 were terminated in these deposits. SPT N values ranging from 12 to 54 blows per 00 mm penetration indicated a compact to very dense relative density. The natural moisture content measured in the soil samples ranged from approximately 9% to 20%..2 Groundwater Conditions The groundwater condition observations made in the boreholes during and immediately upon completion of drilling are shown in the borehole logs and are also summarized in the following table. Borehole BH6 was open and dry upon completion of drilling. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 4 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario BH No. BH Depths (m) Depth of Water Encountered during Drilling (mbgs) Cave-in Depth upon Completion of Drilling (mbgs) Water Level upon Completion of Drilling (mbgs) BH1 5.0 4.6 4..4 BH2 5.0 0.8.7 2.4 BH 5.0 4.6 Open.4 BH4 5.0 0.5 1.8 0. BH5 5.0 1.2 0.6 - The monitoring well construction details and groundwater levels are shown in the following table. Monitoring Well ID Screen Interval (mbgs) Water Level (mbgs) Date of Monitoring May 9, 2016 May 1, 2016 BH4.1 4.6 2.75 0.60 It should be noted that groundwater levels can vary and are subject to seasonal fluctuations in response to weather events. 4. DISCUION AND RECOMMENDATIONS This report contains the findings of GeoPro s preliminary geotechnical investigation together with the preliminary geotechnical engineering recommendations and comments to facilitate the planning and preliminary designs of the project. These preliminary recommendations and comments are based on factual information and are intended only for use by the design engineers. The number of boreholes are not be sufficient for the detailed design and are not sufficient to determine all the factors that may affect construction methods and costs. The anticipated construction conditions are also discussed, but only to the extent that they may influence the preliminary design decisions. The preliminary project design drawings were not available at the time of preparing this report. Once the preliminary design drawings and site plan are available, this report should be reviewed by GeoPro and further recommendations be provided as appropriate. 4.1 Site and Project Description It is understood that relocation of Lakeview Boulevard to provide additional space along the waterfront and for traffic calming has been considered by the Town of Ajax. The Concept Plan showed the removal of the existing alignment of Lakeview Boulevard and the use of the North Driveway as the new alignment of Lakeview Boulevard. It is noted that historically, the North Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 5 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario Driveway was part of the alignment of Lakeview Boulevard, however, the land is currently owned by the Toronto and Region Conservation Authority and it is not dedicated as public right of way. 4.2 Pavement Design Traffic data, including the percentage of commercial traffic, was not available at the time of preparing the report. Our pavement design is based on the consideration of typical municipal pavements of this type. It should be noted that the final road grade will not be able to be raised due to severe negative flooding impacts in this area. 4.2.1 Existing Pavement Conditions Based on our site investigation, the existing pavement of Lakeview Boulevard consisted of asphalt concrete with an average thickness of about 125 mm (ranging from about 110 mm to 15 mm) overlying granular base and subbase materials with an average thickness of about 60 mm. The existing pavement of the North Driveway consisted of asphalt concrete with a thickness of about 90 mm overlying granular base and subbase materials with a thickness of about 250 mm. In general, the existing pavement on Lakeview Boulevard was observed to be mainly in fair condition with some localized poor areas. The most significant distresses are frequent low to high severity edge cracking associated with low severity alligator cracking (especially on the south side edge of the roadway) and intermittent low to medium severity longitudinal and transverse cracking. The existing pavement on the North Driveway was observed to be mainly in poor condition. The most significant distresses are frequent low to medium severity alligator cracking, intermittent low to medium severity longitudinal and transverse cracking, edge cracking, low severity patching, segregation and pavement distortion. The existing roadways have generally been constructed to a municipal rural cross-section (open ditches). The overall surface drainage is generally considered to be fair. Observations along the length of the roadways indicate that the pavement surface water generally follows along the existing pavement grades and is being directed into ditches. However, drainage is impaired by surface distresses and distortions, with unsealed cracks allowing surface water to infiltrate into the underlying pavement and subgrade. At some locations, the ditches were observed to be shallow to non-existent and were not free-flowing (overgrown with vegetation). 4.2.2 Lakeview Boulevard Pavement Rehabilitation Based on the results of the pavement condition survey, the borehole information, laboratory testing, pavement structural capacity analysis and the assumed traffic, the existing roadway of Lakeview Boulevard from Poplar Avenue to Maple Avenue, except for the North Driveway, is generally considered to be adequate to accommodate the anticipated traffic for the remaining design life of the pavement. Pavement rehabilitation options are provided as follows: Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 6 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario Option 1: Mill and Overlay After removing the section of Lakeview Boulevard intersecting the North Driveway, for the remaining sections of pavement within the project limits, subject to the design requirements for the proposed improvements, a conventional mill and hot-mix asphalt overlay with full depth crack repairs and localized structural improvements may be considered to address the primary distresses and to restore the functional serviceability or extend the design life of the pavement. The mill and overlay should be carried out as follows, Remove the existing asphaltic concrete by milling to a depth of about 50 mm; and Place 50 mm of OP.MUNI 1150 HL hot-mix asphalt surface course. The surface of the completed pavement should also be provided with a grade of 2 percent. Following the completion of milling, the exposed pavement surface should be inspected and any additional repairs (full-depth repairs to high severity alligator cracking, longitudinal cracking and soft localized areas, for instance) should be completed prior to overlay placement. The milled surface should be properly cleaned (power broomed and/or washed, as necessary) and tack coated using -1 emulsified asphalt prior to placement of any new hot-mix asphalt. This mill and overlay option should be adequate to restore the pavement ride quality, address the existing distresses and extend the design life. However, some reflective cracking should be expected to occur within the first two to three years that will require crack sealing to prevent the ingress of moisture into the pavement. Option 2: Full-depth Hot-Mix Asphalt Resurfacing Alternatively, a full-depth hot-mix asphalt resurfacing may be considered to rehabilitate the pavement to restore or improve the ride quality and extend the pavement service life for the anticipated future traffic. The full-depth resurfacing should be carried out as follows: Remove the existing asphalt concrete completely (approximate average thickness of 125 mm) by milling and disposal off-site (the existing asphalt concrete can be reused in recycled hot-mix asphalt mixtures); Regrade and re-compact the existing granular material to 100 percent of SPMDD; the granular base course should be properly prepared, shaped and graded to provide with a continuous centre-to-edge cross-fall of 2 percent. The prepared granular material surface should be carefully proof rolled in the presence of the geotechnical engineer, and any soft or wet areas or other obviously deleterious materials excavated and properly replaced with Granular A material; and Place a minimum of two lifts of hot-mix asphalt (one 75 mm lift of OP 1150 HL 8 binder course and one 50 mm lift of OP 1150 HL surface course). The surface of the completed pavement should be provided with a grade of 2 percent. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 7 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario 4.2. North Driveway Pavement Reconstruction The field evaluation indicates that the existing asphalt concrete wearing surface is nearing the end of its functional service life. Based on the visual condition survey, the existing pavement generally appears to be structurally inadequate for the current and/or anticipated future traffic. Therefore, in order to improve the roadway structural capacity and drainage, full-depth reconstruction is recommended. The recommended pavement structure for the North Driveway is shown in the following table. Hot-Mix Asphalt (OP 1150) Granular Material (OP.MUNI 1010) Material Thickness of Pavement (mm) HL Surface Course 40 HL 8 Binder Course 80 Granular A Base 150 Granular B Type I Subbase 00 Total Thickness 520 The construction sequence should be carried out as follows: Remove the existing asphalt, granular base/subbase, topsoil and any other obviously deleterious materials; Excavate subgrade to the depth required to accommodate the new pavement structure (a minimum depth of 520 mm below the existing asphalt concrete pavement surface); the prepared subgrade should be carefully proof-rolled in the presence of the geotechnical engineer from GeoPro, any soft or wet areas or other obviously deleterious materials must be excavated and properly replaced with OP.MUNI 1010 Granular B Type I material; backfilling of sub-excavated areas and fine grading may be carried out using OP.MUNI 1010 Granular B Type I. All backfill materials should be placed in uniform lifts not exceeding 200 mm loose thickness and compacted to at least 98 percent Standard Proctor Maximum Dry Density (SPMDD). The finished subgrade should be provided with a grade of percent towards the positive drainages; Depending on the subgrade and moisture conditions at the time of construction, it may be necessary to install one layer of geogrid (Geoterrefix TBX 2500 or equivalent) on the exposed subgrade; Place 250 mm of OP.MUNI 1010 Granular B Type I subbase followed by 150 mm of OP.MUNI 1010 Granular A. The granular base and subbase should be placed in loose lifts not exceeding 200 mm thickness and compacted to 100 percent of SPMDD, noting that excessive rolling using heavy rollers and/or dynamic compaction can lead to subgrade softening; and Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 8 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario Place a minimum of two lifts of hot-mix asphalt (one 80 mm lift of OP 1150 HL 8 binder course and one 40 mm lift of OP 1150 HL surface course). The surface of the completed pavement should be provided with a grade of 2 percent. 4.2.4 Pavement Recommendations and Construction Features 4.2.4.1 Pavement Material Types The following hot-mix asphalt mix types should be considered: HL HL 8 Surface Course; and Binder Course These hot-mix asphalt mixes should be designed and produced in conformance with OP 1150 requirements. Granular A and Granular B Type I material should be used as base course and subbase course respectively. Both the Granular A and the Granular B Type I material should meet OP.MUNI 1010 specifications. 4.2.4.2 Asphalt Cement Grade Performance graded asphalt cement PG 58-28 conforming to OP.MUNI 1101 requirements is recommended for the HMA binder and surface courses. 4.2.4. Tack Coat A tack coat (1) should be applied to all construction joints prior to placing hot-mix asphalt in order to create an adhesive bond. Prior to placing hot-mix asphalt, a 1 tack coat must also be applied to all existing or milled surfaces and between all new lifts. 4.2.4.4 Compaction All granular base and subbase materials should be placed in uniform lifts not exceeding 200 mm loose thickness and compacted to 100 percent of the material s SPMDD at ±2 percent of the materials Optimum Moisture Content (OMC). Hot-mix asphalt should be placed and compacted in accordance with OP 10 specifications. 4.2.4.5 Pavement Tapers At the limits of construction, appropriate tapering of the pavement thickness to match the existing pavement structure should be implemented in accordance with OP and the applicable local municipality. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 9 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario 4.2.4.6 Stripping, Sub-excavation and Grading The site should be stripped of all topsoil and any organic or other unsuitable soils to the full depth of the pavement areas. Following stripping, the site should be graded to the subgrade level and approved. The subgrade should then be proof-rolled by a heavily loaded truck in the presence of the geotechnical engineer from GeoPro. Any soft spots exposed during the proof-roll should be completely removed and replaced by selected fill materials similar to the existing subgrade soil and approved by the geotechnical engineer. The subgrade should then be compacted from the surface to at least 98% of its Standard Proctor Maximum Dry Density (SPMDD). If the moisture content of the local material cannot be maintained at ±2% of the optimum moisture content, imported select material may need to be used. The final subgrade should be cambered or shaped properly to facilitate rapid drainage and to prevent the formation of local depressions in which water could accumulate. Proper cambering that allows water to escape towards the sides (where it can be removed by means of subdrains or ditches) should be considered for the project. Otherwise, any water trapped in the granular base and subbase materials may cause problems due to softened subgrade, differential frost heave, etc. Any fill materials required for re-grading the site or backfill should be free of topsoil, organic or any other unsuitable matter and must be approved by the geotechnical engineer from GeoPro. The fill should be placed in thin layers and compacted to at least 95 percent of its SPMDD. The compaction should be increased to 98 percent of the SPMDD within the top 1.0 m of the subgrade, or as per local municipal standards. The compaction of the new fill should be checked by frequent field density tests, which should satisfy the engineers and/or local municipal standards. 4.2.4.7 Construction Once the subgrade has been inspected, proof-rolled and approved, the granular base and subbase course materials should be placed in layers not exceeding 00 mm (uncompacted loose lift thickness) and should be compacted to at least 98% of their respective SPMDD. The grading of the material should conform to current OPS Specifications. The placing, spreading and rolling of the asphalt should be in accordance with OPS specifications, or as required by the local authorities. Frequent field density tests should be carried out on both the asphalt and granular base and subbase materials to ensure that the required degree of compaction is achieved. 4.2.4.8 Drainage Control of surface water is an important factor in achieving a good pavement service life. Therefore, we recommend that provisions be made to drain the new pavement subgrade and its granular layers. It is understood that the proposed improvements are anticipated to consist of a Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 10 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario typical urban section (concrete curb/gutter and catchbasins). To provide positive drainage across the pavement platform, the surface of the pavement should be sloped at a grade of two percent, and the pavement subgrade should be sloped at a grade of three percent towards the subdrains. Subdrains should be designed and constructed in accordance with OP 405 and OPSD 216.021, and the subdrain pipe should be connected to a positive outlet. 4.2.5 Reuse and Disposal of Existing Pavement Materials It should be noted that the gradation analyses of selected samples of the existing base and subbase granular materials indicate that the majority of the materials do not meet the OP.MUNI 1010 specifications for Granular A and Granular B Type I. As such, the existing granular materials could not be reused for the granular base and subbase course of the reconstructed pavement. If deemed practical during construction, the existing asphalt may be pulverized and reused as granular base and subbase materials, provided it can be processed to meet the OP Granular A and B Type I gradation specifications. It should be noted that the process of pulverizing asphalt typically generates fines, and as such, the pulverized materials should only be utilized in the lower lift of the subbase. The existing asphalt could also be salvaged and utilized as Recycled Asphalt Pavement (RAP) in the production of the binder course of the new hot-mix asphalt. 4. Underground Site Services (Storm Sewer) The invert depths of the proposed site services were not available at the time of preparing this report. We have assumed that the majority of storm sewer installation will require excavations up to 2.5 m below the existing ground surface. The native soils are considered to be suitable for supporting the pipes, provided that the integrity of the base of the trench can be maintained during construction. The suitability of the existing fill materials to support the pipes, if encountered at the base of the trenches, should be further assessed during construction. This assessment will require inspection during construction by qualified geotechnical personnel from GeoPro to determine the suitability of the fill materials for supporting the pipes. Once the actual service invert depths are finalized, the following comments and recommendations should be reviewed and revised as necessary. 4..1 Trenching Excavation Based on the results of this investigation, excavations (assumed up to 2.5 m below existing ground surface) for the site servicing will be sub-excavated through fill materials, clayey silt (till), sandy silt to sand and silt (till) deposits. The site servicing pipes are anticipated to be generally below or at the measured groundwater tables, based on the water encountered in the boreholes while drilling and the ground water level measurements from the monitoring well installed in Borehole BH4. Groundwater control during excavation within the clayey silt and glacial till deposits can be handled, as required, by pumping from properly constructed and filtered sumps located within Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 11 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario the excavations. Perched groundwater should be expected in the fill materials and sandy/silty deposits above the groundwater table at various depths. Groundwater control during excavation within the fill materials and sandy/silty deposits above the groundwater table at the site can be handled, as required, by pumping from properly constructed and filtered sumps located within the excavations. However, more significant groundwater seepage should be expected from the water bearing cohesionless sandy/silty deposits encountered at the site below the prevailing groundwater table at the time of construction. Depending upon the actual thickness and extent of the sandy/silty deposits and the finalized design pipe invert depths, some form of positive groundwater control or depressurization should be required to maintain the stability of the base and side slopes of the trench excavations, in addition to pumping from sumps. The groundwater level should be lowered to at least 1 m below the excavation base prior to excavating for the site services. It should be noted that any construction dewatering or water taking in Ontario is governed by Ontario Regulation 87/04 - Water Taking and Transfer, made under the Ontario Water Resources Act (OWRA), and/or Ontario Regulation 6/16 Registrations under Part II.2 of the Act Water Taking, made under Environmental Protection Act. Based on the regulations, water taking of more than 400,000 L/day is subject to a Permit to Take Water (PTTW), while water taking of 50,000 L/day to 400,000 L/day is to be registered through the Environmental Activity and Sector Registry (EASR). It is anticipated that the trench excavations will consist of conventional temporary open cuts with side slopes not steeper than 1H:1V. However, depending upon the construction procedures adopted by the contractor, groundwater seepage conditions and weather conditions at the time of construction, some local flattening of the slopes may be required, especially in looser/softer zones (i.e. in fills or wet sandy/silty 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 fill materials and native soils would be classified as Type soils above the groundwater tables. However, should excavations extend into the wet sandy/silty soils below ground water levels, the soils would be classified as Type 4, and unless supported by shoring or other approved retaining method, the excavations will require minimum side slopes of H:1V. In addition, care must be taken during excavation to ensure that adequate support is provided for any existing structures and underground services located adjacent to the excavations. Where the excavation side slopes must be steepened to limit the extent of the excavation, some form of temporary trench support, such as a trench box system, will be required. Where cohesionless fill materials and native sandy/silty soils are present in close proximity to the proposed excavation above the invert elevations, some loss of ground should be expected for the sections of nearly vertical excavation where a trench box is used. It is anticipated that the unsupported cohesionless soils on the trench sides will relax, filling the void between the trench walls and trench box. This may lead to loss of ground. In order to minimize this effect, the gap between the trench walls and trench box should be minimized during the excavation and trench box installation. It must be emphasized that a trench liner box provides protection for Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 12 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario construction personnel but does not provide any lateral support for the adjacent excavation walls, underground services or existing structures. In addition, steepened excavations should be left open for as short a duration as possible and completely backfilled at the end of each working day. The excavated material should be placed well back from the edge of the excavation, and stockpiling of materials adjacent to the excavation should be prohibited to minimize surcharge loading near the excavation crest. 4..2 Bedding The bedding for the sewer should be compatible with the type and class of pipe, the surrounding subsoil and anticipated loading conditions and should be designed in accordance with the standards of the local municipality. Where granular bedding is deemed to be acceptable, it should consist of at least 150 mm of OP Granular A or 19 mm crusher run limestone material. The thickness of the bedding may, however, have to be increased (i.e. 00 mm to 450 mm) depending on the pipe diameter or in accordance with local standards or if wet or weak subgrade conditions are encountered, especially when the soils at the trench base level consist of wet sandy/silty deposits. To avoid the loss of soil fines from the subgrade, clear stone bedding material should not be used in any case for pipe bedding or to stabilize the bases. 4.. Backfilling of Trenches The materials excavated from the site will be variable, ranging from clayey (cohesive) subsoils to sandy/silty (cohesionless) subsoils. The majority of the fills and native subsoils above the groundwater tables are generally near their estimated optimum water content for compaction. The excavated materials at suitable water content may be reused as trench backfill provided they are free of significant amounts of topsoil, organics or other deleterious material, and are placed and compacted as outlined below. The soils below the groundwater tables are generally wetter than their estimated optimum water content, and aeration should be required prior to placing the soils for backfill materials. It should be noted that due to the fine-grained silty nature of the majority of the native subsoils, some difficulty would be expected in achieving adequate compaction during wet weather. All topsoil and organic materials should be wasted or used for landscaping purposes. All oversized cobbles and boulders (i.e. greater than 150 mm in size) should be removed from the backfill. The silt and sandy silt materials encountered are highly frost susceptible and should not be used as backfill material within the frost depth (1.2 m below the finished grade). All trench backfill, from the top of the cover material to 1 m below subgrade elevation, should be placed in maximum 00 mm loose lifts and uniformly compacted to at least 95 percent of Standard Proctor Maximum Dry Density. From 1 m below subgrade to subgrade elevation, the materials Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 1 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario should be placed in maximum 00 mm loose lifts and uniformly compacted to at least 98 percent of Standard Proctor Maximum Dry Density. Alternatively, if placement water contents at the time of construction are too high, or if there is a shortage of suitable in-situ material, then an approved imported sandy material which meets the requirements for the OP Select Subgrade Material (M) could be used. It should be placed in loose lift thicknesses and uniformly compacted as indicated above. Backfilling operations during cold weather should avoid inclusions of frozen lumps of material, snow and ice. Normal post-construction settlement of the compacted trench backfill should be anticipated, with the majority of such settlement taking place within about 6 months following the completion of trench backfilling operations. This settlement will be reflected at the ground surface and in pavement reconstruction areas and may be compensated for, where necessary, by placing additional granular material prior to asphalt paving. However, since it is anticipated that the asphalt binder course will be placed shortly following the completion of trench backfilling operations, any settlement that may be reflected by subsidence of the surface of the binder asphalt should be compensated for by placing an additional thickness of binder asphalt or by padding. In any event, it is recommended that the surface course asphalt should not be placed over the binder course asphalt for at least 12 months. Post-construction settlement of the restored ground surface in off-road trench areas is also expected and should be topped-up and re-landscaped, as required. Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 14 office@geoproconsulting.ca

GeoPro Project: 16-1296-01 Preliminary Geotechnical Investigation Lakeview Boulevard Improvements Town of Ajax, Ontario 5 CLOSURE We trust that this report provides sufficient preliminary geotechnical engineering information to facilitate the planning and preliminary design of this project. If you have any questions regarding the contents of this report or require additional information, please do not hesitate to contact this office. Yours very truly GEOPRO CONSULTING LIMITED DRAFT Dylan Q. Xiao, M.A.Sc., E.I.T. Geotechnical Group DRAFT Jessica Yao, P.Eng. Senior Geotechnical Engineer DRAFT David B. Liu, P.Eng., Principal, Unit 25 to 27, 40 Vogell Road, Richmond Hill, ON Tel: 905-27-86 Fax: 905-248-699 www.geoproconsulting.ca 15 office@geoproconsulting.ca

DRAWINGS

BH Maple Ave BH4 BH5 BH6 Poplar Ave Lakeview Blvd BH2 BH1 Client: Dionne Bacchus & Associates Project No.: 16-1296 Drawing No.: 1 Drawn: AC Approved: DL Title: Borehole Location Plan BH1 Borehole Location Date: April 2016 Scale: As shown Project: Geotechnical Investigation for Lakeview Boulevard Improvements, from Poplar Avenue to Maple Avenue, Ajax, Ontario Original Size: Letter Rev: DL

ENCLOSURES

Enclosure 1A: Notes on Sample Descriptions 1. Each soil stratum is described according to the Modified Unified Soil Classification System. The compactness condition of cohesionless soils (SPT) and the consistency of cohesive soils (undrained shear strength) are defined according to Canadian Foundation Engineering Manual, 4 th Edition. Different soil classification systems may be used by others. Please note that a description of the soil stratums is based on visual and tactile examination of the samples augmented with field and laboratory test results, such as a grain size analysis and/or Atterberg Limits testing. 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.

Enclosure 1B: Explanation of Terms Used in the Record of Boreholes Sample Type AS BS CS DO DS FS NR RC SC SH ST TO TP WS Auger sample Block sample Chunk sample Drive open Dimension type sample Foil sample No recovery Rock core Soil core Spoon sample Shelby tube Sample Slotted tube Thin-walled, open Thin-walled, piston 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). PM Samples advanced by manual pressure WR Samples advanced by weight of sampler and rod WH Samples advanced by static 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). Piezo-Cone Penetration Test (CPT): An electronic cone penetrometer with a 60 degree conical tip and a projected end area of 10 cm² pushed through ground at a penetration rate of 2 cm/s. Measurement of tip resistance (Qt), porewater pressure (PWP) and friction along a sleeve are recorded electronically at 25 mm penetration intervals. Textural Classification of Soils (ASTM D2487) Classification Particle Size Boulders > 00 mm Cobbles 75 mm - 00 mm Gravel 4.75 mm - 75 mm Sand 0.075 mm 4.75 mm Silt 0.002 mm-0.075 mm Clay <0.002 mm(*) (*) Canadian Foundation Engineering Manual (4 th Edition) Coarse Grain Soil Description (50% greater than 0.075 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 <12 0-2 Soft 12-25 2-4 Firm 25-50 4-8 Stiff 50-100 8-15 Very stiff 100-200 15-0 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 SPT N Value Soil Tests 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

LOG OF BOREHOLE BH1 1 OF 1 PROJECT: Geotechnical Investigation for Lakeview Boulevard Improvements CLIENT: Dionne Bacchus & Associates PROJECT LOCATION: Ajax, Ontario DATUM: N/A BH LOCATION: See Borehole Location Plan (m) ELEV DEPTH 0.0 0.1 0. SOIL PROFILE DESCRIPTION ASPHALT CONCRETE: (15 mm) GRANULAR BASE: (185 mm) GRANULAR SUBBASE: (210 mm) STRATA PLOT NUMBER 1 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Continuous Flight Auger - Auto Hammer Diameter: 155 mm Date: May/0/2016 REF. NO.: 16-1296-01 ENCL NO.: 2 DYNAMIC CONE PENETRATION RESISTANCE PLOT NATURAL PLASTIC MOISTURE 20 40 60 80 100 LIMIT CONTENT w P w w L SHEAR STRENGTH (kpa) FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) 20 40 60 80 100 10 20 0 LIQUID LIMIT POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (kn/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 0.5 FILL: sandy silt, some clay, trace organics, trace rootlets, dark brown to brown, moist to wet, loose 1 2 8 1.4 SANDY SILT TILL: some clay, trace to some gravel, brown, moist to wet, compact 14 2 ---Layers of sand and silt 4 28 5 25 4 6 19 5 5.0 END OF THE BOREHOLE Notes: 1) Water encountered at a depth of 4.6 m below the ground surface (mbgs) during drilling. 2) Water was at a depth of about.4 mbgs upon completion of drilling. ) Borehole caved at a depth of about 4. mbgs upon completion of drilling. GROUNDWATER ELEVATIONS 1st 2nd rd 4th Measurement GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure

LOG OF BOREHOLE BH2 1 OF 1 PROJECT: Geotechnical Investigation for Lakeview Boulevard Improvements CLIENT: Dionne Bacchus & Associates PROJECT LOCATION: Ajax, Ontario DATUM: N/A BH LOCATION: See Borehole Location Plan (m) ELEV DEPTH 0.0 0.1 0.4 SOIL PROFILE DESCRIPTION ASPHALT CONCRETE: (15 mm) GRANULAR BASE: (245 mm) GRANULAR SUBBASE: (220 mm) STRATA PLOT NUMBER 1 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Continuous Flight Auger - Auto Hammer Diameter: 155 mm Date: May/0/2016 REF. NO.: 16-1296-01 ENCL NO.: DYNAMIC CONE PENETRATION RESISTANCE PLOT NATURAL PLASTIC MOISTURE 20 40 60 80 100 LIMIT CONTENT w P w w L SHEAR STRENGTH (kpa) FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) 20 40 60 80 100 10 20 0 LIQUID LIMIT POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (kn/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 1 0.6 FILL: clayey silt, trace to some sand, trace to some organics, trace gravel, trace rootlets, dark brown, moist to wet, firm 2 6 8 2 2.1 CLAYEY SILT TILL: some sand, trace gravel, brown, moist to wet, very stiff 4 18 2.9 SANDY SILT: trace to some clay, trace gravel, brown, wet, dense 5 8 4 4.0 SANDY SILT TILL: trace to some clay, trace gravel, brown to grey, moist, compact 6 17 5 5.0 END OF THE BOREHOLE Notes: 1) Water encountered at a depth of 0.8 m below the ground surface (mbgs) during drilling. 2) Water was at a depth of about 2.4 mbgs upon completion of drilling. ) Borehole caved at a depth of about.7 mbgs upon completion of drilling. GROUNDWATER ELEVATIONS 1st 2nd rd 4th Measurement GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure

LOG OF BOREHOLE BH 1 OF 1 PROJECT: Geotechnical Investigation for Lakeview Boulevard Improvements CLIENT: Dionne Bacchus & Associates PROJECT LOCATION: Ajax, Ontario DATUM: N/A BH LOCATION: See Borehole Location Plan (m) ELEV DEPTH 0.0 0.1 0. SOIL PROFILE DESCRIPTION ASPHALT CONCRETE: (90 mm) GRANULAR BASE/SUBBASE: (250 mm) FILL: clayey silt, trace to some sand, some organics, trace gravel, dark brown, moist, stiff STRATA PLOT NUMBER 1 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Continuous Flight Auger - Auto Hammer Diameter: 155 mm Date: May/0/2016 REF. NO.: 16-1296-01 ENCL NO.: 4 DYNAMIC CONE PENETRATION RESISTANCE PLOT NATURAL PLASTIC MOISTURE 20 40 60 80 100 LIMIT CONTENT w P w w L SHEAR STRENGTH (kpa) FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) 20 40 60 80 100 10 20 0 LIQUID LIMIT POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (kn/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 1 1.1 CLAYEY SILT: trace sand, trace organics, trace rootlets, dark brown to brown, wet to moist, stiff 2 9 14 2 2.1 SANDY SILT TILL: trace to some clay, trace to some gravel, brown, wet to moist, compact to dense 4 21 5 4 4.0 SANDY SILT: trace clay, trace gravel, brown to grey, wet, very dense 5 4.7 5.0 SANDY SILT TILL: trace to some clay, trace to some gravel, grey, moist, very dense END OF THE BOREHOLE Notes: 1) Water encountered at a depth of 4.6 m below the ground surface (mbgs) during drilling. 2) Water was at a depth of about.4 mbgs upon completion of drilling. ) Borehole was open upon completion of drilling. 6 52 GROUNDWATER ELEVATIONS 1st 2nd rd 4th Measurement GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure

LOG OF BOREHOLE BH4 1 OF 1 PROJECT: Geotechnical Investigation for Lakeview Boulevard Improvements CLIENT: Dionne Bacchus & Associates PROJECT LOCATION: Ajax, Ontario DATUM: N/A BH LOCATION: See Borehole Location Plan (m) ELEV DEPTH 0.0 0.1 0. SOIL PROFILE DESCRIPTION ASPHALT CONCRETE: (110 mm) GRANULAR BASE: (170 mm) GRANULAR SUBBASE: (790 mm) STRATA PLOT NUMBER 1 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION Concrete DRILLING DATA Method: Continuous Flight Auger - Auto Hammer Diameter: 155 mm Date: May/0/2016 REF. NO.: 16-1296-01 ENCL NO.: 5 DYNAMIC CONE PENETRATION RESISTANCE PLOT NATURAL PLASTIC MOISTURE 20 40 60 80 100 LIMIT CONTENT w P w w L SHEAR STRENGTH (kpa) FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) 20 40 60 80 100 10 20 0 W. L. 0.6 mbgs LIQUID LIMIT POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (kn/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 1 1.1 1.4 FILL: clayey silt, trace to some sand, some organics, trace rootlets, dark brown, wet, soft FILL: sandy silt, trace to some clay, trace to some gravel, trace rootlets, trace organics, dark brown, moist to wet, very loose 2 4 2 Bentonite 2 2.5 2.9 FILL: clayey silt, some gravel, trace sand, trace organics, dark brown, wet, soft SANDY SILT: trace clay, some gravel, brown to grey, wet to moist, compact to dense 4 5 16 W. L. 2.8 mbgs Sand Screen 4 6 Natural Pack 5 5.0 END OF THE BOREHOLE Notes: 1) Water encountered at a depth of about 0.5 m below the existing ground surface (mbgs) during drilling. 2) Water was at a depth of about 0. mbgs upon completion of drilling. ) Borehole caved at a depth of about 1.8 mbgs upon completion of drilling. 4) 51 mm dia. monitoring well was installed in borehole upon completion of drilling. Water Level Readings Date W. L. Depth (mbgs) 2016/05/09 2.75 2016/05/1 0.60 GROUNDWATER ELEVATIONS 1st 2nd rd 4th Measurement GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure

LOG OF BOREHOLE BH5 1 OF 1 PROJECT: Geotechnical Investigation for Lakeview Boulevard Improvements CLIENT: Dionne Bacchus & Associates PROJECT LOCATION: Ajax, Ontario DATUM: N/A BH LOCATION: See Borehole Location Plan (m) ELEV DEPTH 0.0 0.1 0. 0.5 SOIL PROFILE DESCRIPTION ASPHALT CONCRETE: (120 mm) GRANULAR BASE: (180 mm) GRANULAR SUBBASE: (170 mm) FILL: gravelly sand, trace to some silt, brown, wet STRATA PLOT NUMBER 1 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Continuous Flight Auger - Auto Hammer Diameter: 155 mm Date: May/0/2016 REF. NO.: 16-1296-01 ENCL NO.: 6 DYNAMIC CONE PENETRATION RESISTANCE PLOT NATURAL PLASTIC LIQUID MOISTURE 20 40 60 80 100 LIMIT LIMIT CONTENT w P w w L SHEAR STRENGTH (kpa) FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) 20 40 60 80 100 10 20 0 POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (kn/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 1 2 AS 1.4 FILL: clayey silt, trace to some sand, trace organics, brown, moist, firm 5 2 2.1 CLAYEY SILT TO SILTY CLAY: trace sand, trace gravel, brown, moist, stiff 4 12 5 12.4 SANDY SILT TILL: trace clay, trace gravel, brown to grey, moist to wet, compact to very dense 4 ---layers of silty sand 6 54 5 5.0 END OF THE BOREHOLE Notes: 1) Water encountered at a depth of 1.2 m below the ground surface (mbgs) during drilling. 2) Borehole caved at a depth of 0.6 mbgs upon completion of drilling. GROUNDWATER ELEVATIONS 1st 2nd rd 4th Measurement GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure

LOG OF BOREHOLE BH6 1 OF 1 PROJECT: Geotechnical Investigation for Lakeview Boulevard Improvements CLIENT: Dionne Bacchus & Associates PROJECT LOCATION: Ajax, Ontario DATUM: N/A BH LOCATION: See Borehole Location Plan (m) ELEV DEPTH 0.0 0.1 0.5 SOIL PROFILE DESCRIPTION ASPHALT CONCRETE: (125 mm) GRANULAR BASE/SUBBASE: (5 mm) FILL: clayey silt, trace to some sand, trace gravel, brown, moist, stiff STRATA PLOT NUMBER 1 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Continuous Flight Auger - Auto Hammer Diameter: 155 mm Date: May/0/2016 REF. NO.: 16-1296-01 ENCL NO.: 7 DYNAMIC CONE PENETRATION RESISTANCE PLOT NATURAL PLASTIC MOISTURE 20 40 60 80 100 LIMIT CONTENT w P w w L SHEAR STRENGTH (kpa) FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) 20 40 60 80 100 10 20 0 LIQUID LIMIT POCKET PEN. (Cu) (kpa) NATURAL UNIT WT (kn/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 1 0.9 SANDY SILT TILL TO SAND AND SILT TILL: trace to some clay, trace to some gravel, brown to grey, wet to moist, compact to dense 2 12 15 2 4 25 5 9 4 6 0 5 5.0 END OF THE BOREHOLE Notes: 1) Borehole was open and dry upon completion of drilling. GROUNDWATER ELEVATIONS 1st 2nd rd 4th Measurement GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure

FIGURES