Geotechnical Investigation. Trent University Arena Complex Nassau Mills Road and Pioneer Road Peterborough, Ontario. City of Peterborough

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1 Geotechnical Investigation Trent University Arena Complex Nassau Mills Road and Pioneer Road Peterborough, Ontario City of Peterborough September, 0 Pido Road, Unit, Peterborough, Ontario, Canada KJ X 0 Report No.

2 Table of Contents. Introduction. Purpose and Scope. Field and Laboratory Procedures. Site Location and Conditions. Subsurface Conditions. General.... Topsoil.... Asphalt.... Fill.... Silty Sand.... Silt.... Sandy Silt.... Silty Clay.... Clayey Sandy Silt.... Sand.... Gravelly Sand.... Sandy Gravel.... Gravel.... Cobbles and Boulders.... Weathered Bedrock or Boulders.... Inferred Boulders and Bedrock.... Groundwater.... Chemical Analysis.... Discussion and Recommendations. Excavations, Dewatering, and Backfill.... Foundations.... Slab-On-Grade.... Service Installation.... Pavement Design.... Storm Water Management (SWM) Pond.... General Recommendations..... Subsoil Sensitivity..... Winter Construction Design Review Further Investigation Statement of Limitations GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

3 Tables Table. Depth to Practical Refusal (see Logs for Details)... Table.: Piezometer Groundwater Levels... Table.: Summary of Metals and Inorganics - Soil... Table.: Summary of PHCs and BTEXs - Soil... Table.: Summary of Metals and Inorganics - Groundwater... Table.: Summary of PHCs and BTEXs - Groundwater... Table. Preliminary Bearing Pressures... Table. Pavement Structure... Enclosures Plate Test Hole Location Plan Appendices Appendix A: Appendix B: Appendix C: Borehole and Test Pit Logs Physical Laboratory Data Chemical Laboratory Data GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

4 . Introduction This report presents the results of a Geotechnical Investigation that was conducted to support the design and construction of the proposed Trent University Arena Complex, to be located at 0 Nassau Mills Road, Peterborough, Ontario. GHD Limited (GHD) was retained by the City of Peterborough (the Client) to complete this geotechnical investigation. The work conducted for this investigation was carried out under authorization of the Client (represented by Ms. Mary Gallop and Ms. Gillian Barnes) in accordance with our proposal PG- dated April, 0, with additional work as requested and directed by the Client and their project team including Perkins Will (PW), and D.M. Wills Associates Ltd. (DMW). It is GHD s understanding that the project shall include the development of a twin-pad hockey arena with potential for a pool in the proposed area. No basement areas are anticipated. Asphalt-paved parking and access areas are expected, as is corresponding site servicing. The final proposed grading for this facility and site development was not available to GHD at the time of writing this report.. Purpose and Scope The purpose of this geotechnical investigation is to define and characterize the subsurface conditions of the underlying soil and groundwater at the test hole locations, and to develop geotechnical engineering recommendations relevant to earthwork construction, construction dewatering, backfill material and compaction, foundation design, stormwater management pond, and pavement construction. As requested, limited chemical testing of soil and groundwater samples were performed as part of this investigation, however the information contained herein must in no way be construed as an opinion of this site s environmental status. The following scope of work was performed in order to accomplish the foregoing purposes.. A site specific Health and Safety Plan (HASP) was generated.. Test holes were located on site in relation to existing and proposed features.. Underground services were cleared prior to advancing the test holes.. The subsurface soil conditions were explored by advancing, sampling and logging a total of forty-six () test holes during two () stages of subsurface exploration as follows: a. Stage : i. fifteen () boreholes to target depths of approximately metres below existing grade (mbeg) or practical refusal; ii. five () test pits were advanced at five () of the borehole locations to mbeg or practical refusal; GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

5 b. Stage : i. twenty-two () boreholes were advanced to target depths ranging from approximately to mbeg or practical refusal; ii. four () test pits were advanced to a target depth of approximately mbeg or practical refusal.. Temporary standpipe piezometers were installed in selected boreholes to facilitate monitoring of the groundwater levels.. The ground at the test holes locations was reinstated as close as possible to its original condition upon completion of the fieldwork. Care was taken to minimize disturbances particularly to the existing baseball diamond during the fieldwork.. One () round of groundwater level measurements was obtained from the piezometers at least hours following their installation. In situ testing was performed in selected piezometers to support assessing the hydraulic conductivity.. Laboratory analyses of representative soil samples including: a. Physical testing: moisture content and grain size distribution testing; and b. Chemical testing: as requested, one () soil sample and one () groundwater sample ( samples total) were tested for benzene toluene ethylbenzene and xylenes (BTEX), petroleum hydrocarbons (PHCs F to F), metals, inorganics including EC and SAR, and sulphates.. Field and Laboratory Procedures A field investigation was conducted under the supervision of GHD staff in two stages, with Stage being performed between April and, 0, and Stage occurring between July 0 and, 0. The work conducted during the two stages consisted of subsurface exploration by means of advancing and sampling a total of forty-six () exploratory test holes (thirty-seven () boreholes and nine () test pits) to depths ranging from approximately. to. mbeg. The Stage fieldwork included the advancement of boreholes at fifteen () test hole locations; test pits were subsequently excavated at the locations of five () boreholes (BH-,,, and ) to provide further information with respect to the ground conditions at those locations. As requested, the Stage fieldwork consisted of twenty-two () boreholes and four () test pits being advanced. A detailed log of each borehole and test pit was maintained and representative samples of the materials encountered were collected. A detailed log of each test hole is presented in Appendix A. Note that in cases where a test pit was advanced at the same location as a borehole, it is identified by being named BH-x (TP-x). GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

6 The boreholes were advanced using both track and truck mounted drill rigs equipped with continuous flight, solid stem power augers. Representative, disturbed samples of the strata penetrated were obtained using a split-barrel, 0 mm outer-diameter (OD) sampler advanced by a. kg hammer dropping approximately 0 mm. The results of these standard penetration tests (SPT s) are reported as N values on the borehole logs at the corresponding depths. Representative, disturbed samples were also obtained directly from auger cuttings. The test pits were advanced using a track-mounted excavator with a toothed bucket. Representative, disturbed samples were obtained directly from the excavator s bucket or directly from the excavation s sidewalls. Soil samples obtained from the boreholes were inspected in the field immediately upon retrieval for type, texture, and colour. All soil samples were sealed in clean plastic containers and transported to the GHD laboratory for further visual-tactile examination, and to select appropriate samples for laboratory analysis. Groundwater measurements and observations were obtained from the open boreholes during the drilling, and via piezometers installed in selected test holes. Groundwater data is presented on individual borehole logs. Physical laboratory testing was completed on selected soil samples, and consisted of moisture content tests on all samples recovered, and gradation analyses on a total of six () representative soil samples including hydrometers. The analytical results of the moisture content tests are plotted on the attached logs. The results of the gradation testing are incorporated into the borehole logs, and are presented graphically in Appendix B. As requested, one soil sample and one groundwater sample were submitted to Caduceon Environmental Laboratories for chemical testing of O.Reg parameters specified by the Client and consisting of metals, inorganics (including EC and SAR and sulphate), PHCs (F-F fractions), and BTEXs. CEL s Certificates of Analysis for these tests are enclosed in Appendix C. The ground surface elevation at each test hole was interpolated from Beninger Surveying Ltd s survey plan dated April, 0. Elevations contained in this report are strictly for engineering analytical purposes only, and must be verified prior to finalizing any design or contract parameters upon which they are based.. Site Location and Conditions The subject area (Site) is located at the southeast corner of Nassau Mills Road and Pioneer Road, in the City of Peterborough, Ontario. The northwestern, southwestern, and northeastern quadrants of the site is generally flat, with a gradually slope towards the seasonal creek the bisects the western and eastern portions of the Site. The southeastern quadrant of the Site, is sloped down to the south. The Site supports a maintenance yard for Trent University in the northwestern quadrant, a Ministry of Natural Resources yard in the southwestern quandrant, an existing baseball field in the northeastern quandrant and vacant land in the southeastern quandrant. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

7 The ground surface, with exception of the gravel and asphalt areas in the Trent University maintenance and Ministry of Natural Resources yards, consisted of grassed areas. Various portions of the grassed areas were manicured, while the majority of the area included some vegetation overgrowth. The surrounding properties are Trent University Lands, rural residential and agricultural land use.. Subsurface Conditions. General Details of the subsurface conditions encountered at the Site are presented graphically on the borehole logs (Appendix A). It should be noted that the boundaries between the strata have been inferred from the borehole and test pit observations and non-continuous samples. They generally represent a transition from one soil type to another, and should not be inferred to represent an exact plane of geological change. Further, conditions may vary between and beyond the boreholes and test pits. The test holes generally encountered a surficial layer of topsoil or fill over native soils consisting predominantly of silt and sand soils frequently containing numerous cobbles and boulders, underlain by larger boulders and/or bedrock. Groundwater seepage and/or accumulation was in sixteen () of the test holes during drilling and excavation operations, at depths ranging from approximately 0. to. mbeg. Groundwater levels were also obtained from piezometers installed in selected test holes. The following sections describe the major soil strata and subsurface conditions encountered during this investigation in more detail.. Topsoil Thirty-six () of the test holes (all test holes with the exception of BH- to and TP-0) encountered a surficial layer of topsoil. Generally the asphalt thickness ranged from approximately 0 to mm. Borehole BH-, was located in a low-lying marshy area and encountered approximately. m of topsoil/organics.. Asphalt Borehole BH- boreholes encountered a surficial layer of asphalt. The asphalt thickness was approximately 0 mm.. Fill Layers of fill were observed immediately beneath the asphalt in borehole BH- and at the surface of boreholes BH- to and test pit TP-0. The fill extended to depths ranging from approximately 0. to. mbeg. The fill generally consisted of brown gravelly sand to sand with gravel, and was noted to exist in a compact, moist in-situ state. It should be noted that fill encountered within test pit TP-0 contained a buried foundation wall and floor slab, suggesting the possibility that portions of a previous building at this location remain buried in the ground. Moisture content tests conducted on samples of the fill yielded values of approximately to % moisture by weight. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

8 . Silty Sand Layers of silty sand were encountered in in most areas of the site, with the exception of boreholes BH- and. The silty sand was first encountered a depths ranging from approximately 0. to. mbeg. The silty sand extended to depths ranging from approximately. to. in test holes BH-, and and TP-0 and 0, and extended to the full depth of the investigation in the remaining test holes in which it was encountered (depths ranging from approximately. to. mbeg). Of the test holes in which the silty sand extended to the full depth of the investigation twenty-five () of them were terminated due to practical refusal, which was encountered at depths ranging from approximately. to. mbeg. The silty sand was generally brown to grey in colour, and consisted of silty sand, with varying amounts of gravel and clay, and occasionally frequent amounts of cobbles and boulders were encountered and existed in a compact to very dense, moist to wet in-situ condition. Moisture content tests conducted on samples of the silty sand yielded values ranging from approximately to % moisture by weight. Grain size distribution analyses conducted on representative samples of the silty sand suggests the following compositional ranges: to % gravel; to 0% sand; and to % silt and clay-sized particles. Hydrometer analyses conducted on these samples suggest they contains between approximately to % particles between and µm. It should be noted that some of the gradation analysis have elevated gravel content due to the presence of fractured cobbles and boulders in the sample.. Silt A layer of silt was encountered, immediately beneath the silty sand in test hole BH-. The silt was first encountered at a depth of approximately. mbeg, and extended to a depth of approximately.0 mbeg. The silt was generally brown in colour, consisted of layered silt with clay and trace sand, and existed in a compact, wet in-situ condition. A moisture content test conducted on a sample of the silt yielded a value of approximately 0% moisture by weight. A grain size distribution analysis conducted on a representative sample of the silt suggests the following composition: 0% gravel; % sand; and % silt and clay-sized particles. A hydrometer analysis conducted on this sample suggests it contains approximately % particles between and µm.. Sandy Silt A layer of sandy silt was encountered, immediately beneath the fill in test hole BH-. The sandy silt was first encountered at a depth of approximately 0. mbeg, and extended to a depth of approximately. mbeg. The sandy silt was generally brown to grey in colour, consisted of clayey sandy silt with varying amounts of gravel and fractured rock, and existed in a compact to very dense, moist to wet in-situ condition. Moisture content tests conducted on samples of the clayey sandy silt yielded value ranging from approximately to % moisture by weight. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

9 . Silty Clay A layer of silty clay was encountered, immediately beneath the silty sand in test hole BH/TP-. The silty clay was first encountered at a depth of approximately. mbeg, and extended to the full depth of the investigation (practical refusal at approximately.0 mbeg). The silty clay was generally grey in colour, and existed in a firm, saturated in-situ condition. A moisture content test conducted on a sample of the silty clay yielded a value of approximately % moisture by weight.. Clayey Sandy Silt A layer of clayey sandy silt was encountered, immediately beneath the silty sand in test hole BH-. The clayey sandy silt was first encountered at a depth of approximately. mbeg, and extended to the depth practical refusal (approximately. mbeg). The clayey sandy silt was generally dark brown in colour, consisted of clayey sandy silt, and existed in a compact, moist insitu condition. A moisture content test conducted on a sample of the clayey sandy silt yielded a value of approximately % moisture by weight. A grain size distribution analysis conducted on a representative sample of the clayey sandy silt suggests the following composition: % gravel; % sand; and % silt and clay-sized particles. A hydrometer analysis conducted on this sample suggests it contains approximately % particles between and µm.. Sand Layers of sand were encountered in seven of the test holes (BH-,, and to ). The sand was first encountered at depths ranging from approximately 0. to. mbeg. The sand extended to depths ranging from approximately. to. in test holes BH-,, and to, and extended to the full depth of the investigation in the remaining test holes in which it was encountered (depths ranging from approximately.0 to. mbeg). Borehole BH- was terminated at approximately.0 mbeg within the sand layer as a result of practical refusal. The sand was generally light brown to grey in colour, and consisted of sand, with varying amounts of silt, gravel and cobbles, and existed in a compact to dense, moist to wet in-situ condition. Moisture content tests conducted on samples of the sand yielded values ranging from approximately to % moisture by weight.. Gravelly Sand Layers of gravelly sand were encountered in test holes TP-0 and 0. The gravelly sand was first encountered at depths ranging from approximately. to. mbeg, and extended to the depth of practical refusal (approximately.0 to. mbeg). The gravelly sand was generally brown in colour, and consisted of gravelly sand, with silt, and existed in a compact, moist in-situ condition. A moisture content test conducted on a sample of the gravelly sand yielded a value of approximately % moisture by weight. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

10 . Sandy Gravel A layer of sandy gravel was encountered, immediately beneath the silty sand in test hole BH-. The sandy gravel was first encountered at a depth of approximately. mbeg, and extended to the depth of practical refusal (approximately. mbeg). The sandy gravel was generally brown in colour, consisted of sandy gravel, and existed in a compact, wet in-situ condition. A moisture content test conducted on a sample of the sandy gravel yielded a value of approximately % moisture by weight.. Gravel A layer of gravel was encountered, immediately beneath the sand in test hole BH-. The gravel was first encountered at a depth of approximately. mbeg, and extended to a depth of approximately. mbeg. The gravel was generally light brown in colour, and consisted of gravel, with coarse sand, and existed in a very dense, wet in-situ condition. Moisture content tests conducted on samples of the gravel yielded values of approximately to % moisture by weight.. Cobbles and Boulders A layer of cobbles and boulders was encountered in borehole BH-. The cobbles and boulders were first encountered at a depth of approximately. mbeg, and extended to a depth of approximately. mbeg. A moisture content test conducted on a sample of the cobbles and boulders yielded a value of approximately % moisture by weight. It is noted that varying amounts of cobbles and boulders were encountered within the soils throughout many areas of the site, within the other soil layers. This included zones where cobbles and boulders became numerous, and sometimes larger-sized (see details provided on logs).. Weathered Bedrock or Boulders A layer of highly weathered bedrock or boulders was encountered immediately beneath the silt in test hole BH-. This material was first encountered at a depth of approximately.0, and extended to the depth of practical refusal (approximately.0 mbeg). The weathered bedrock or boulders were generally grey, with interbedded silty sand. A moisture content test conducted on a sample of the silty sand soil particles obtained from within the weathered bedrock or boulders yielded a value of approximately % moisture by weight.. Inferred Boulders and Bedrock Practical refusal to further test hole advancement was encountered in thirty-two () of the test holes. The cause of practical refusal was generally inferred to be boulders or bedrock in these test holes. The test hole logs provide details regarding the depth at which the inferred or confirmed bedrock was encountered. The following table summarizes the depth to practical refusal in each test hole: GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

11 Table. Depth to Practical Refusal (see Logs for Details) Test Hole Depth (mbeg) Test Hole Depth (mbeg) BH/TP-. BH-. BH-.0 BH-. BH-. BH-. BH-. BH-. BH-.0 BH-.** BH-. BH- >.* BH-. BH-. BH-. BH-. BH/TP-. BH-. BH/TP-. BH-. BH-. BH-. BH-. BH-. BH/TP-.0 BH-.0 BH/TP-. BH-0 >.* BH-. BH- >.* BH- >.* BH- >.* BH- >.* TP-0. BH- >.* TP-0.0 BH- >.* TP-0. BH-.0 TP-0 >.0* BH- >.* *Denotes test holes that did not encounter practical refusal **Test Hole BH- advanced with manual equipment; terminated on inferred very dense soil, boulders or bedrock GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

12 The depth at which practical refusal was encountered was interpreted by GHD as being the depth at which either larger boulders or bedrock was encountered. It is noted that bedrock typically exhibits a degree of weathering and fracturing in its upper zone. This weathering effect can increase significantly in shale/limestone bedrock. Due to the penetrative nature of advancing test holes with drilling and excavation equipment, the test holes may have penetrated partly into the bedrock, (i.e., through this upper zone of more fractured / weathered bedrock) before encountering refusal. Alternatively, the numerous cobbles and boulders overlying the bedrock may have caused the refusal in at least some instances; numerous cobbles and boulders of typically increasing large size with depth were encountered in the test holes. The boulders were in many cases elongated, flattened, or otherwise slab-like. The nature of the practical refusal to further advancement may in many test holes have been due to bedrock, however the possibility that the refusal was caused by larger boulders and/or highly weathered slabs of bedrock cannot be ruled out at this stage.. Groundwater Groundwater observations and measurements were obtained from the open test holes during and upon completion of drilling/excavation operation at each test hole. Groundwater seepage and/or accumulation was in sixteen () of the test holes (BH/TP-, and, BH- to, to,,, and ) during drilling and excavation operations, at depths ranging from approximately 0. to. mbeg. The remaining test holes did not encounter groundwater seepage and/or accumulation drilling/excavation operations. See the logs for details. Ground water measurements were also obtained from piezometers installed in selected test holes. The following table summarizes the water levels obtained from the piezometers. Table.: Piezometer Groundwater Levels Test Hole Depth (mbeg) Date BH-. May, 0 BH-. May, 0 BH- Dry* May, 0 BH-. July, 0 BH-.0 July, 0 BH-. July, 0 BH-. July, 0 * Dry to full depth of piezometer installation It must be noted that groundwater levels are transient and tend to fluctuate with the seasons, periods of precipitation, and temperature. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

13 . Chemical Analysis As requested, one soil sample and one groundwater sample were submitted to Caduceon Environmental Laboratories for chemical testing of O.Reg parameters specified by the Client and consisting of metals, inorganics (including EC and SAR and sulphate), PHCs (F-F fractions), and BTEXs. CEL s Certificates of Analysis for these tests are enclosed. This limited testing was done to support an initial assessment of the handling and disposal options available for excess soils generated during construction. The chemical results generally characterize the material sampled, however, the number of samples, or the analytical parameters tested, may not be sufficient to meet the requirements of the intended receiving site(s). Additional testing may be required depending on the handling option and/or receiving site(s) selected. The results of the chemical analyses are presented on Tables. to. below, and are compared to Ministry of the Environment and Climate Change (MOECC) Table Full Depth Generic Site Condition Standards in a Potable Groundwater Condition, coarse textured soil ( Soil, Groundwater and Sediment Standards for use Under Part XV. of the Environmental Protection Act, April, 0), Residential / Parkland / Institutional (RPI) Property Use. Table.: Summary of Metals and Inorganics - Soil Parameter Sample Identification BH-, SS- April., 0 MOECC Table Antimony 0.. Arsenic. Barium 0 Beryllium 0. Boron. 0 Boron (HWS) 0.. Cadmium < 0.. Chromium 0 Chromium (VI) < 0. Cobalt Copper 0 Lead 0 Mercury Molybdenum. Nickel 0 Selenium 0.. Silver < 0. 0 Thallium 0. Uranium 0. Vanadium Zinc 0 Electrical Conductivity (:) (ms/cm) Sodium Absorption Ratio (:) (no units) 0. C. -() Notes: all values in ug/g, unless otherwise noted. (<) denotes less than laboratory detection limits *Table : Full Depth Generic Site Condition Standards in a Potable Ground Water Condition. Soil, Ground Water and Sediment Standards for Residential/Parkland/Institutional (RPI) Use Under Part XV. of the Environmental Protection Act, April, 0. Bold Exceeds the Table Provincial Standards () ph for Shallow Soils GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

14 Table.: Summary of PHCs and BTEXs - Soil Parameter Sample Identification BH-, SS- April., 0 MOECC Table Benzene < Toluene < 0.. Ethylbenzene < 0.0. Xylene, m,p- < 0.0. Xylene, o- < 0.0. Xylene, m,p,o- < 0.0. PHC F (C to C) < PHC F (C to C) < PHC F (C to C) < 00 PHC F (C to C0) < 00 Notes: all values in ug/g, unless otherwise noted. (<) denotes less than laboratory detection limits *Table : Full Depth Generic Site Condition Standards in a Potable Ground Water Condition. Soil, Ground Water and Sediment Standards for Residential/Parkland/Institutional (RPI) Use Under Part XV. of the Environmental Protection Act, April, 0. Bold Exceeds the Table Provincial Standards Table.: Summary of Metals and Inorganics - Groundwater Parameter Sample Identification BH-, SS- May., 0 MOECC Table Antimony < 0. Arsenic < 0. Barium. 00 Beryllium < 0. Boron 000 Cadmium < 0.. Chromium. 0 Chromium (VI) < Cobalt < 0.. Copper. Lead 0. Mercury < Molybdenum. 0 Nickel < 0. 0 Selenium Silver < 0.0. Sodium Sulphate 00 Thallium 0. Uranium 0. 0 Vanadium < 0.. Zinc < 0 Electrical Conductivity (:) (ms/cm). NA C.0 Notes: all values in ug/g, unless otherwise noted. (<) denotes less than laboratory detection limits *Table : Full Depth Generic Site Condition Standards in a Potable Ground Water Condition. Soil, Ground Water and Sediment Standards for Residential/Parkland/Institutional (RPI) Use Under Part XV. of the Environmental Protection Act, April, 0. Bold Exceeds the Table Provincial Standards GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

15 Table.: Summary of PHCs and BTEXs - Groundwater Parameter Sample Identification BH-, SS- May., 0 MOECC Table Benzene < 0. Toluene < 0. Ethylbenzene < 0.. Xylene, m,p- <.0 00 Xylene, o- < Xylene, m,p,o- <. 00 PHC F (C to C) < 0 PHC F (C to C) <0 PHC F (C to C) < PHC F (C to C0) < Notes: all values in ug/g, unless otherwise noted. (<) denotes less than laboratory detection limits *Table : Full Depth Generic Site Condition Standards in a Potable Ground Water Condition. Soil, Ground Water and Sediment Standards for Residential/Parkland/Institutional (RPI) Use Under Part XV. of the Environmental Protection Act, April, 0. Bold Exceeds the Table Provincial Standards All samples and parameters tested meet the Table SCS for RPI land use. Based on the results of this limited testing, the following handling options may be available for excess soils generated during construction at this site:. Remain on-site (i.e.: appropriately reused as backfill or for re-grading), under the guidance of a QP as defined by the MOE; and/or. Moved to a Table or Residential/Parkland/Institutional or Industrial / Commercial / Community property under the guidance of a QP as defined by the MOE. Depending on the materials encountered during construction, further sampling and testing may be required to delineate any impacted soils, and to confirm the handling and disposal options for any such impacted materials. Should conditions encountered, or the proposed work scope, vary from those described in this report, GHD should be notified to evaluate the need for further work. The chemical parameters tested and the number of samples may not meet the requirements of a Record of Site Condition nor meet the requirements of the intended receiving site. This report should not be construed as an Environmental Site Assessment. It is GHD s understanding that another consultant (DMW) has performed an environmental site assessment (ESA) of this property. The results of DMW s environmental testing and ESA study were not available to GHD at the time of writing this report, and have not been considered or factored into our initial assessment of handling options for excess soils generated during construction. DMW s ESA report(s) must be reviewed for further details regarding the chemical and environmental status of this site, and any impacts this may have on the options available for handling excess materials generated during construction. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

16 . Discussion and Recommendations Supporting data upon which our recommendations are based have been presented in the foregoing sections of this report. The following recommendations are governed by the physical properties of the subsurface materials that were encountered at the site and assume that they are representative of the overall site conditions. It should be noted that these conclusions and recommendations are intended for use by the designers only. Contractors bidding on or undertaking any work at the Site should examine the factual results of the assessment, satisfy themselves as to the adequacy of the information for construction, and make their own interpretation of this factual data as it affects their proposed construction techniques, equipment capabilities, costs, sequencing, and the like. Comments, techniques, or recommendations pertaining to construction should not be construed as instructions to the contractor. Based on the information gathered during this investigation, this Site s subsurface stratigraphy generally consists of a surficial layer of topsoil or fill over native soils consisting predominantly of silt and sand soils, frequently containing numerous cobbles and boulders, underlain by a layer of boulders or bedrock. Groundwater seepage and/or accumulation was in sixteen () of the test holes during drilling and excavation operations, at depths ranging from approximately 0. to. mbeg. Goundwater measurements obtained from piezometers on May, 0 yielded depths ranging from. to. mbeg. Goundwater measurements obtained from piezometers between July to, 0 yielded depths ranging from. to. mbeg.. Excavations, Dewatering, and Backfill Any and all topsoil, asphalt, vegetation, fill, disturbed earth, concrete, organic and organic-bearing material is to be stripped and removed from the building envelope (including floor slab) area, as well as new paved roadway, access, and parking areas prior to commencing earthwork construction. The subexcavated surface(s) must be proof rolled and/or approved by a member of GHD prior to placement of fill or foundations. Excavations should be carried out to conform to the manner specified in Ontario Regulation / and the Occupational Health and Safety Act and Regulations for Construction Projects (OHSA). All excavations above the water table not exceeding. m in depth may be constructed with unsupported slopes. The native soils encountered during this investigation above the groundwater table are classed by OHSA as Type soils. Unsupported walls of excavations in these soils must be sloped to within a maximum of. m of the bottom of the excavation, with a slope having a gradient of horizontal to vertical (H: V) or flatter. The fill soils encountered during this investigation are classed by OHSA as Type soil. Unsupported walls of excavations in Type soils must be sloped to the bottom of the excavation, with a slope having a gradient of horizontal to vertical (H: V) or flatter. Based on the test pits, in general it is expected that a larger excavator should be capable of excavating many of the boulders, depending on the aerial extent of open excavations - some excavations may have to be widened to allow for the removal of larger boulders. The contractor should be aware of these conditions and be prepared to deal with any such boulders and rock slabs during construction. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

17 Depending on the depth of foundations, and presence of any deeper excavations for any other proposed elements (elevator shaft, swimming pool, stormwater pond, trenches, etc.), it is expected that construction excavation operations may encounter and extend into larger boulders and/or bedrock. It is recommended that a unit price allowance for large boulders, rock slabs, and bedrock removal be included in the construction contract due to the variable elevations at which these materials are expected during the proposed construction. Excavation of any boulders, rock slabs, and highly fractured / weathered bedrock may be possible using a large hydraulic backhoe. The use of hydraulic breaking techniques and/or blasting (combined with precondition surveys of surrounding properties and vibration monitoring during construction) may be required for excavations extending into more sound and competent bedrock. Based on the groundwater conditions observed, and the anticipated excavation depths for the proposed construction, it is expected that some amount of groundwater seepage into open excavations will be encountered. Under such conditions, groundwater control within trenches should be relatively straightforward using sumps and pumps with appropriate excavation grading. Based on in-situ testing and grain size distribution lab testing, the hydraulic conductivity of the native soils are typically expected to range on the order of - to - cm/sec. In cases where more intensive groundwater or surface water infiltration is encountered, the use of filtered sumps, or other suitable method of dewatering and/or sheet piling is recommended. If dewatering or any other form of water-taking will exceed 0,000 litres / day but be less that 00,000 litres / day at any time through the duration of the construction, an Environmental Activity and Sector Registry (EASR) must be submitted to the Ministry of the Environment and Climate Change (MOECC). The daily volume of water-taking will be dependent on the design as well as the contractor s sequencing, equipment, techniques and overall methods. Some excavated inorganic soils may be suitable for use as service trench or pavement subgrade backfill. The reuse of all existing excavated soils is conditional on it being workable, at a suitable moisture content, and receiving final review and approval for such reuse at the time of construction. Some soils will require prior processing (such as aeration) to lower their moisture content before being considered for approval as backfill material. It is GHD s understanding that another consultant (DMW) has performed an environmental site assessment (ESA) of this property. The results of DMW s environmental testing and ESA study were not available to GHD at the time of writing this report, and have not been considered or factored into our recommendations for handling of excess soils generated during construction. DMW s ESA report(s) must be reviewed for further details regarding the chemical and environmental status of this site, and any impacts this may have on the options available for handling excess materials generated during construction. If needed, any further chemical testing of soil and/or groundwater should be conducted well in advance of construction.. Foundations Based on the information obtained by this investigation, and based on experience with subsurface conditions throughout the general project vicinity, for design purposes this site is classed as Site Class C for Seismic Site Response, in accordance with the Ontario Building Code (OBC). It is expected that structural loading may be supported on spread and continuous strip footings for column and load bearing walls, respectively. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

18 Based on the proposed building being founded no more than. mbeg, the structural loading for the new building s footings may be supported on suitably reinforced footings founded directly on the native, undisturbed compact to dense to very dense soils. Should elements of the proposed building (i.e. elevator shaft, swimming pool, etc.) extend deeper than. mbeg, further subsurface exploration including diamond coring to confirm the presence and relevant properties of any bedrock that may impact the design and construction of such deeper elements is recommended. It is noted that excavations into the boulders and/or bedrock will encounter high degrees of fracturing, weathering, rock slabs, and boulders. This condition was observed during investigation and construction of neighbouring facilities. The broken, fractured, weathered, or otherwise individual and irregularly-shaped nature of boulders and broken bedrock may prove in some cases to be challenging to excavate and form for footings as a result, and based on experiences with constructing nearby facilities, it is recommended that a per-unit line item price be requested in the tender to accommodate any zones of over-excavation and filling with engineered fill should excavations need to extend into such materials. For design purposes, it is recommended that footings constructed on the undisturbed competent native soils or on engineered fill placed directly on such soils be proportioned using the bearing pressures outlined in the following table: Table. Preliminary Bearing Pressures Parameter Factored Bearing Capacity at ULS () Bearing Capacity at SLS Competent Undisturbed Native Soils 0 kpa (,000 psf) 0 kpa (,00 psf) Bearing Pressure Engineered Fill Rock-based () Earth Borrow () Granular Fill Fill Fill () kpa (,00 psf) 0 kpa (,0 psf) 0 kpa (,00 psf) 0 kpa (,00 psf) 0 kpa (,00 psf) 0 kpa (,00 psf) Notes: () Resistance factor Φ =0. applied to the ULS bearing pressure for design purposes () At least m of Rock-based fill. Quality of material is to be approved prior to use as engineered fill. () At least 0.m of Granular or Earth Borrow fill. Quality of material is to be approved prior to use as engineered fill. Any engineered fill upon which footings are placed must be a minimum thickness corresponding to the notes that accompany the above table. Rock-based fill must be completely encapsulated with suitable filter fabric to minimize any migration of fine-grained particles from surrounding soils into the voids within the rock fill. Footings (and foundation walls) placed on engineered fill must be suitably reinforced; as a minimum, and where not already specified in the design drawings, this reinforcing should use continuous runs of M rebar throughout the footings, and runs of M rebar throughout near the top and bottom of the foundation walls. The following is recommended for the construction of any engineered fill for the footings:. Remove any and all existing vegetation, topsoil, fill, organics, and organic-bearing soils to the competent, undisturbed native soil from within the area of the proposed engineered fill.. The area of the engineered fill should extend horizontally m beyond the outside edge of the building foundations and then extend downward at a : slope to the competent native soil. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

19 . The base of the engineered fill area must be approved by a member of GHD prior to placement of any fill, to ensure that all unsuitable materials have been removed, that the materials encountered are similar to those observed, and that the subgrade is suitable for the engineered fill.. All engineered fill material is to be approved by GHD at the time of construction.. Place approved engineered fill, in maximum 00 mm lifts, compacted to 0% of its SPMDD. Any fill material placed under sufficiently wet conditions should consist of an approved, rockbased fill, with the inclusion of appropriate geotextile fabric around the rock-based fill should the rock fill contain enough voids to warrant.. Full time testing and inspection of the engineered fill will be required, to ensure compliance with material and compaction specifications. All exterior footings or footings in unheated areas, should be founded at least. m below the final adjacent grade for frost protection. Footings and walls exposed to frost action should be backfilled with non-frost susceptible granular material. Under no circumstances should the foundations be placed above organic materials, loose, frozen subgrade, construction debris, or within ponded water. Prior to forming, all foundation excavations must be inspected and approved by a member of GHD. This will ensure that the foundation bearing material has been prepared properly at the foundation subgrade level and that the soils exposed are similar to those encountered during this investigation. In any subgrade areas (including elevator shaft, and pool if its base is below the exterior grade), it is recommended that to assist with drainage both during and following construction, perimeter drains be installed about such subgrade areas of the structure. The subdrains would serve to drain seepage water that infiltrates the backfill, intersect the groundwater, and help relieve hydrostatic pressures due to any seasonally high groundwater levels. The perimeter drain should consist of a perforated pipe, at least 0 mm in diameter, surrounded by clear, crushed stone and suitable filter protection. The subdrain should discharge to a positive sump or other permanent and appropriate frost free outlet. For foundations constructed in accordance with the foregoing manner, total and differential settlements are estimated to be less than mm.. Slab-On-Grade The floor of the proposed building may be constructed as a normal slab-on-grade, on granular or clearstone fill over native, inorganic subsoils, prepared in accordance with Section. of this report. The floor slab should be formed over a base course consisting of at least 0 mm of Granular A material (or mm clearstone material beneath basement or otherwise sub-grade area slabs), compacted to a minimum of 0% of its SPMDD. All grade increases or infilling below the Granular A or clearstone should be constructed in accordance with the engineered fill steps provided in Section. of this report. All fill placed as engineered fill must be inspected, approved and compaction verified by personnel from GHD. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

20 . Service Installation The materials encountered during this investigation at the typical service invert elevation generally consist of silty sand soils, boulders, or bedrock. As such, a normal compacted Class B bedding is recommended for all underground services. Class B bedding is Granular A, or mm crusher run limestone, as per Ontario Provincial Standard Specifications (OPSS). The minimum recommended bedding thickness for the underground services is 0 mm. All bedding should be compacted to 0 % of its Standard Proctor Maximum Dry Density (SPMDD). It is recommended that cover backfilling of the underground services be accomplished using Granular A, sand, or other suitable material as allowed by the Municipality s standards, to a minimum of 00 mm above the pipe. Compaction of this material should attain 0 % SPMDD. It is expected that the excavated, inorganic fill materials may be suitable for reuse as trench and road subgrade backfill, conditional upon suitable moisture content (within % of optimum) and final review and approval by an experienced geotechnical engineer at the time of construction. It should be noted that the native soils may require some form of processing including aeration to try and lower the moisture content to make it workable and able to be appropriately compacted. It is recommended that the service bedding subgrade be inspected and approved by GHD prior to placing the bedding fill, to ensure its suitability and consistency with conditions encountered during this investigation. Bedding and backfill materials and compaction should also be inspected and tested.. Pavement Design Based on the results of this investigation, we would recommend the following procedures be implemented to prepare the proposed asphalt paved access and parking areas for its construction:. Remove all asphalt, topsoil, fill, organics, organic-bearing materials and other deleterious materials from the planned pavement areas.. Proof roll the subgrade for the purpose of detecting possible zones of overly wet or soft subgrade. Any deleterious areas thus delineated should be replaced with granular material compacted to a minimum of % of its SPMDD.. Contour the subgrade surface to prevent ponding of water during the construction and to promote rapid drainage of the sub-base and base course materials.. To maximize drainage potential, 0 mm diameter perforated pipe subdrains should be installed below any curb lines. The pipe should be encased in filter fabric and surrounded by clear stone aggregate. It is recommended that the subdrains discharge to a suitable, frost-free outlet.. Construct transitions between varying depths of granular base materials at a rate of : minimum. The subgrade materials encountered at the anticipated subgrade level in the proposed pavement areas consisted of silt and sand soils. The frost susceptibility of this soil is assessed as being moderate. In this regard, the following minimum flexible pavement structures are recommended for the construction of the new access, roadway, and parking areas. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

21 Table. Pavement Structure Profile Material Thickness (mm) Light Duty Heavy Duty In Conformance with OPSS Form Asphalt Surface H.L. or 0 0 Asphalt Base H.L. 0 0 Granular Base Granular A 0 0 Granular Subbase Granular B The following steps are recommended for optimum construction of these planned paved areas:. The Granular A and B courses should be compacted to a minimum 0 % of their respective SPMDD s;. All asphaltic concrete courses should be placed, spread and compacted conforming to OPSS Form or equivalent. All asphaltic concrete should be compacted to a minimum of.0 % of their respective laboratory Maximum Relative Densities (MRD s); and. Adequate drainage should be provided to ensure satisfactory pavement performance. It is recommended that all fill material be placed in uniform lifts not exceeding 00 mm in thickness before compaction. It is suggested that all granular material used as fill should have an in-situ moisture content within % of their optimum moisture content. All granular materials should be compacted to 0 % SPMDD. Granular materials should consist of Granular A and B conforming to the requirements of OPSS Form or equivalent. It is noted that the above recommended pavement structures are for the end use of the project. During construction of the project the recommended granular depths may not be sufficient to support loadings encountered.. Storm Water Management (SWM) Pond It is GHD s understanding that a SWM pond is proposed in the southern area of the site in the vicinity of test holes BH- to. Details regarding the SWM pond including the exact location, design depth and final grades, were not available at the time of writing this report. However, based on the anticipated depth of the SWM pond beneath existing grade, it is expected that the bottom of the SWM pond will consist of silty sand to silt. A gradation on a soil sample obtained from the proposed SWM pond areas suggests the following composition: 0 % gravel, % sand, and % silt and clay-sized particles. The hydraulic conductivity of such soils is expected to be on the order of about of - to - cm/sec. It is noted, however, that slight variations in the soil stratigraphy may cause variations in the permeability of the soil in both vertical and horizontal orientations. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

22 Based on the soils observed, and depending on the final base elevation, it appears that construction of the SWM pond in this area is feasible. In general, excavation of the soils for the SWM pond are expected to be straightforward, provided that appropriate measures are taken during construction to minimize any overland or near-surficial flow of water into the area. Some groundwater and surficial water inflow into the open SWM pond excavation may be encountered; however this is expected to be controlled by pumping from within the excavation. It is recommended that the SWM pond subgrade surfaces be proof rolled, and a representative of GHD approve the subgrade prior to construction of the berms. Construction of the berms may utilize excess site soils having a hydraulic conductivity of at least - cm/sec. Such operations should place soils in lifts no thicker than 0mm prior to compaction, and compacted to at least % SPMDD. The native, disturbed soils in a re-compacted form would generally not be suitable to form the SWP s liner since the expected permeability would be too high. Similarly, the coarsergrained site soils (including sand, gravel, cobbles, boulders) would not be suitable to form a pond liner by themselves. Conversely, native, undisturbed soils consisting predominantly of silt and clay would have a sufficiently low permeability where they could substitute for a liner. Once the final proposed grading of the SWP is available, GHD should be allowed to review and provide further commentary on this. Regardless, an inspection of the excavated and exposed SWP surfaces should be performed at the time of construction, to assess whether any discrete or localized areas of increased hydraulic conductivity are present within the exposed soils, in which case such areas may be lined with a more suitable (ie, less hydraulically conductive) material or an impermeable geosynthetic membrane For the purpose of the proposed SWM pond, the soils observed should be stable from slip circle failure if sloped at horizontal to vertical (H:V) or flatter in the long term both above and below the water table. Between the stable water level and the expected high water level, it is recommended that the slopes be lessened to H:V (or flatter) to guard against erosion by wavelet action. The native material will require vegetative root mass (or otherwise suitable erosion protection) to minimize erosional forces on exposed slopes. Slopes and berms of the SWM pond should be constructed so as to reduce or eliminate the effects of surficial erosion. Features to do so may include slope vegetation, installation of erosion or gabion mats, rip rap, and/or other acceptable stabilizing features. It is recommended that a regular maintenance program for the SWP include monitoring of it for any potential slope erosion, degradation, or otherwise undesirable structural conditions. Should any such conditions become evident, immediate mitigative actions must be performed.. General Recommendations.. Subsoil Sensitivity The native subsoils are susceptible to strength loss or deformation if saturated or disturbed by construction traffic. Therefore, where the subgrade consists of approved soil, care must be taken to protect the exposed subgrade from excess moisture and from construction traffic. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

23 .. Winter Construction The subsoils encountered across the site are frost-susceptible and freezing conditions could cause problems to the structure. As preventive measures, the following recommendations are presented:. During Winter construction, exposed surfaces intended to support foundations must be protected against freezing by means of loose straw and tarpaulins, heating, etc.. Care must be exercised so that any sidewalks and/or asphalt pavements do not interfere with the opening of doors during the winter when the soils are subject to frost heave. This problem may be minimised by any one of several means, such as keeping the doors well above outside grade, installing structural slabs at the doors, and by using well-graded backfill and positive drainage, etc.. Because of the frost heave potential of the soils during winter, it is recommended that the trenches for exterior underground services be excavated with shallow transition slopes in order to minimise the abrupt change in density between the granular backfill, which is relatively non-frost susceptible, and the more frost-susceptible native soils... Design Review Due to the preliminary nature of the design details at the time of this report, it is recommended that GHD s geotechnical group be allowed to review the building design, stormwater pond design, pavement design, and final grading, prior to its finalization. In addition, we strongly recommend that our firm be retained to review the grading proposals when they are available. Geotechnical inspection and review of foundation excavations and compaction procedures must be carried out to ensure compliance with our recommendations... Further Investigation Should elements of the proposed site development (including any elevator shaft, swimming pool, stormwater pond, trenches, etc.) extend deeper than. mbeg further subsurface exploration is recommended including diamond coring to confirm the presence and relevant properties of bedrock. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0 0

24 . Statement of Limitations The attached Statement of Limitations is an integral part of this report. Should questions arise regarding any aspect of this report, please contact our office. Sincerely, GHD Sept 0 Pete Hynes, P.Eng. Garnet Brenchley, P.Eng. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

25 STATEMENT OF LIMITATIONS This report is intended solely for the City of Peterborough and other parties explicitly identified in the report and is prohibited for use by others without GHD s prior written consent. This report is considered GHD s professional work product and shall remain the sole property of GHD. Any unauthorized reuse, redistribution of or reliance on the report shall be at the Client and recipient s sole risk, without liability to GHD. Client shall defend, indemnify and hold GHD harmless from any liability arising from or related to Client s unauthorized distribution of the report. No portion of this report may be used as a separate entity; it is to be read in its entirety and shall include all supporting drawings and appendices. The recommendations made in this report are in accordance with our present understanding of the project, the current site use, ground surface elevations and conditions, and are based on the work scope approved by the Client and described in the report. The services were performed in a manner consistent with that level of care and skill ordinarily exercised by members of geotechnical engineering professions currently practicing under similar conditions in the same locality. No other representations, and no warranties or representations of any kind, either expressed or implied, are made. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. All details of design and construction are rarely known at the time of completion of a geotechnical study. The recommendations and comments made in the study report are based on our subsurface investigation and resulting understanding of the project, as defined at the time of the study. We should be retained to review our recommendations when the drawings and specifications are complete. Without this review, GHD will not be liable for any misunderstanding of our recommendations or their application and adaptation into the final design. By issuing this report, GHD is the geotechnical engineer of record. It is recommended that GHD be retained during construction of all foundations and during earthwork operations to confirm the conditions of the subsoil are actually similar to those observed during our study. The intent of this requirement is to verify that conditions encountered during construction are consistent with the findings in the report and that inherent knowledge developed as part of our study is correctly carried forward to the construction phases. It is important to emphasize that a soil investigation is, in fact, a random sampling of a site and the comments included in this report are based on the results obtained at the forty-six () test hole locations only. The subsurface conditions confirmed at the test hole locations may vary at other locations. The subsurface conditions can also be significantly modified by construction activities on site (eg. excavation, dewatering and drainage, blasting, pile driving, etc.). These conditions can also be modified by exposure of soils or bedrock to humidity, dry periods or frost. Soil and groundwater conditions between and beyond the test locations may differ both horizontally and vertically from those encountered at the test locations and conditions may become apparent during construction which could not be detected or anticipated at the time of our investigation. Should any conditions at the site be encountered which differ from those found at the test locations, we request that we be notified immediately in order to permit a reassessment of our recommendations. If changed conditions are identified during construction, no matter how minor, the recommendations in this report shall be considered invalid until sufficient review and written assessment of said conditions by GHD is completed. GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

26 Appendix A Enclosures Borehole Logs GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

27 Source: Portion of drawing prepared by Beninger Surveying Ltd., entitled "Plan - Showing Topographic Detail of Part of Trent University Campus being Part of Lots &, Concession and Part of Lots &, Concession, Geographic Township of Douro, now in the City of Peterborough, County of Peterborough", dated April, 0. TEST HOLE LOCATION PLAN GEOTECHNICAL INVESTIGATION TRENT UNIVERSITY ARENA COMPLEX 0 NASSAU MILLS ROAD PETERBOROUGH, ONTARIO PROJECT NO. : SCALE : DATE : PLATE NO. : -0 :000 SEPTEMBER, 0 PIDO ROAD, UNIT PETERBOROUGH, ON KJ X (0) - FAX (0) - WEB:

28 Appendix A Borehole and Test Pit Logs GHD Geotechnical Investigation Report, Trent University Arena Complex, Nassau Mills Road and Pioneer Road, Peterborough, Ontario -0

29 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- (TP-) ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // ft Depth m m Below Existing Grade Stratigraphy TOPSOIL - with Cobbles and Gravel SILTY SAND - Brown Silty Sand with Cobbles, Boulders and Gravel, moist, compact (Numerous Cobbles and elongated Boulders) Very dense Wet END OF BOREHOLE Type and Number SS- SS- SS- SS- Recovery Moisture Content Blows per in. / cm 0 Penetration Index 0+ 0=" Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Test Pit TP- excavated at the location of Borehole BH- - Test pit encountered layers of elongated Boulders with Silty Sand - Practical refusal encountered in test pit at depth of approximately. mbeg due to the presence of boulders (See picture) SS-: % Gravel % Sand % Silt and Clay % between and µm (Elevated Gravel content due to fractured Cobbles and Boulders) WL -.0 m //0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

30 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0..0 m Below Existing Grade 0. Stratigraphy TOPSOIL -Topsoil with reddish Silty Sand and Gravel, moist, compact SILTY SAND - Brown Silty Sand with Gravel and Cobbles and Boulders, moist, compact Type and Number SS- SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // COBBLES AND BOULDERS - Cobbles and Boulders with brown Silty Sand, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and boulders, wet, very dense Brown to grey Silty Sand with Cobbles and Boulders, wet, very dense END OF BOREHOLE SS- SS- SS- 0=" WL -. m //0 WL -. m //0 Borehole cave-in

31 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Cobbles, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS.0 SS Wet SS WL -. m //0 Borehole Cave-in BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

32 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Gravel, moist SILTY SAND - brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS.0 SS Brown to grey, wet.0 SS- WL -. m //0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE Borehole cave-in Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

33 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Gravel, moist, loose SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS.0 SS- WL - 0. m //0.. Wet Borehole cave-in.0 SS- 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

34 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0..0 m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Gravel, moist, compact SILTY SAND - Brown Silty Sand with Gravel and Cobbles and Boulders, moist, dense Type and Number SS- SS- Recovery Moisture Content Blows per in. / cm Penetration Index 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Borehole did not encounter groundwater seepage and/or accumulation during drilling operations..0 SS- 0 Borehole cave-in BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

35 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Gravel, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0 SS-..0 SS- 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

36 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Cobble, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0..0 SS- SS SS-: % Gravel 0% Sand % Silt and Clay % between and µm (Elevated Gravel content due to fractured Cobbles and Boulders) BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

37 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- (TP-) ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense (Numerous Cobbles and elongated Boulders) Type and Number SS- Recovery Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumualtion during drilling operations.0 SS BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE Borehole terminated at. mbeg due to practical refusal to further auger advancement (presence of Boulders) Test Pit TP- excavated at the location of Borehole BH- - Test pit encountered layers of elongated Boulders with Silty Sand - Practical refusal encountered in test pit at depth of approximately. mbeg due to the presence of boulders (See picture)

38 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- (TP-) ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Cobble, moist, loose SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense (Numerous Cobbles and rounded Boulders) Type and Number SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // (Increased Cobbles and elongated Boulders) END OF BOREHOLE SS- SS- 0 0 Test Pit TP- excavated at the location of Borehole BH- - Test pit encountered layers of elongated Boulders with Silty Sand - Practical refusal encountered in test pit at depth of approximately. mbeg due to the presence of boulders (See picture) Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

39 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:.0 m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0..0 m Below Existing Grade 0. Stratigraphy TOPSOIL SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- SS- Recovery Moisture Content Blows per in. / cm 0 Penetration Index 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Borehole did not encounter groundwater seepage and/or accumulation during drilling operations..0 SS- 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- WL -. m //0 Borehole cave-in Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

40 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - Topsoil with Cobble, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0 SS SS- 0 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

41 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- (TP-) ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m m Below Existing Grade 0.. Stratigraphy TOPSOIL - Topsoil with Cobble, moist, very loose SILTY SAND - brown Silty Sand with Cobbles and Boulders, moist, very compact (Numerous Cobbles and rounded Boulders) (Increased Cobbles and elongated Boulders) Type and Number SS- SS- Recovery Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Test Pit TP- excavated at the location of Borehole BH- - Test pit encountered layers of elongated Boulders with Silty Sand over layer of Silty Clay - Terminated at depth of approximately.0 mbeg (See picture).0 SS- 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // SILTY CLAY - Grey Silty Clay, saturated, firm END OF BOREHOLE SS- 0 WL -.0 m //0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

42 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- (TP-) ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // ft Depth m m Below Existing Grade 0... Stratigraphy TOPSOIL -Topsoil with Cobble, moist, compact SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense (Numerous Cobbles and rounded Boulders) (Increased Cobbles and elongated Boulders) END OF BOREHOLE Type and Number SS- SS- SS- SS- Recovery Moisture Content Blows per in. / cm 0=" 0+ 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Test Pit TP- excavated at the location of Borehole BH- - Test pit encountered layers of elongated Boulders with Silty Sand - Practical refusal encountered in test pit at depth of approximately. mbeg due to the presence of boulders SS-: % Gravel % Sand % Silt and Clay % between and µm WL -. m //0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

43 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m BOREHOLE REPORT Page: of CLIENT: City of Peterborough LEGEND PROJECT: Trent University, Arena Complex SS - SPLIT SPOON AS - AUGER SAMPLE LOGGED BY: K. Geraldi DATE: April, 0 ST - SHELBY TUBE CS - CORE SAMPLE DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid-stem Augers - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m 0. m Below Existing Grade 0. Stratigraphy TOPSOIL - with Cobble, moist, very dense SILTY SAND - Brown Silty Sand with Cobbles and Boulders, moist, very dense Type and Number SS- Recovery Moisture Content Blows per in. / cm 0 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0. SS- 0 WL - DRY //0.0 SS- 0 Borehole cave-in BOREHOLE LOG GEOTECH -0, -0-0, BOREHOLE LOGS - COPY.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 Borehole terminated due to practical refusal to further auger advancement (presence of Boulders or Bedrock inferred - but not confirmed)

44 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade 0.0 GROUND SURFACE % % N FILL - Brown Gravelly Sand, moist, compact SS Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Brown to grey with Cobbles SAND - Light brown to grey Sand with Gravel, moist, compact SILTY SAND - Light brown to grey Silty Sand with Gravel, moist, dense Wet, compact Grey, very dense END OF BOREHOLE Type and Number SS- SS- SS- SS- SS- SS- Recovery Moisture Content Blows per in. / cm Penetration Index =" 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS WL -. m /0/0 WL -. m //0 Borehole cave-in encountered at.0 m SS-: % Gravel 0% Sand % Silt and Clay % between and µm

45 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade 0.0 GROUND SURFACE % % N FILL - Grey Sand and Gravel fill, moist SS Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Brown Sand with Gravel fill, moist SAND - Light brown Sand with Gravel, compact, moist Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS WL - 0. m /0/0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // GRAVEL - Light brown Gravel, coarse Sand, wet SILTY SAND - Grey Silty Sand with Gravel, dense, moist END OF BOREHOLE SS- SS- SS- SS =" 0+ 0=" 0=" 0=" 0+ Borehole cave-in encountered at. m

46 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number 0.0 GROUND SURFACE % % N FILL - Light brown to grey Sand and Gravel fill, moist SS- 0 SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // SILTY SAND - Light brown Silty Sand, trace Gravel, moist, compact Trace Clay Grading to grey Light brown Sand, wet Grey Silty Sand with Gravel, moist, very dense END OF BOREHOLE SS- SS- SS- SS =" 0+ WL -. m /0/0

47 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade Stratigraphy ASPHALT (0 mm) FILL Sand and Gravel fill SANDY SILT - Dark brown Sandy Silt with Clay, moist SILTY SAND - Light brown to grey Silty Sand with Gravel, frequent Cobbles and Boulders, moist, very dense Wet Light brown to grey Silty Sand, moist, very dense END OF BOREHOLE Type and Number SS- SS- SS- SS- SS- SS- SS- Recovery Moisture Content Blows per in. / cm 0+ 0=" 0+ 0=" 0+ 0=" 0 0 Penetration Index 0+ 0=" Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations WL -. m //0

48 REFERENCE No.: -0 ENCLOSURE No.: A-0 BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade 0.0 GROUND SURFACE % % N TOPSOIL Dark brown Topsoil with Silty Sand SS Stratigraphy DESCRIPTION OF SOIL AND BEDROCK FILL - Brown to grey Sand,Gravel with Cobbles, moist, compact SAND - Light brown to grey Sand with Gravel and Cobbles, moist, dense Light brown, with fractured rock, very dense END OF BOREHOLE Type and Number SS- SS- SS- Recovery Moisture Content Blows per in. / cm 0 0 Penetration Index 0+ 0=" Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations Borehole cave-in encountered at. m Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

49 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) FILL - Grey Gravel and SS- 0 0 fractured rock 0. Stratigraphy DESCRIPTION OF SOIL AND BEDROCK SAND - Light Brown to grey Sand with Silt and Gravel, moist, very dense Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0 SS =" BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // Coarse Sand, wet END OF BOREHOLE SS- SS =" Borehole cave-in encountered at. m

50 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) SAND - Brown to grey SS- 0 Sand with Gravel and Cobbles, moist, very dense..... Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Brown Sand with Silt and Gravel, moist to wet, very dense Wet SILTY SAND - Grey Silty Sand with Gravel, moist, very dense Grey Silty Sand with Gravel, trace Clay, moist to wet, very dense END OF BOREHOLE Type and Number SS- SS- SS- SS- Recovery Moisture Content Blows per in. / cm Penetration Index 0=" 0+ 0=" 0+ 0=" =" Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations WL -. m //0 Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

51 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade 0.0 GROUND SURFACE % % N TOPSOIL - ( mm) SAND - Brown to grey SS- 0 Sand with Gravel, moist 0... Stratigraphy DESCRIPTION OF SOIL AND BEDROCK SILTY SAND - Light brown Silty Sand with Gravel, moist SAND - Brown, coarse Sand, wet END OF BOREHOLE Type and Number SS- SS- SS- Recovery Moisture Content Blows per in. / cm Penetration Index 0=" 0+ 0=" =" Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS WL -. m /0/0 Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

52 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July 0, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) SILTY SAND Brown Silty SS- 0 Sand with Gravel Stratigraphy DESCRIPTION OF SOIL AND BEDROCK SAND - Grey Sand with Gravel and broken rock Light Brown Sand with Gravel, trace Silt, moist SILTY SAND - Brown Silty Sand with Gravel, moist END OF BOREHOLE Type and Number SS- SS- AS- Recovery 0 0 Moisture Content Blows per in. / cm Penetration Index 0 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

53 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS- SILTY SAND - Light brown to grey Silty Sand with Gravel, frequent Cobbles and Boulders, damp to moist Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- SS =" 0+ WL -. m //0 Borehole cave-in encountered at. m Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

54 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS- SILTY SAND - Light brown to grey Silty Sand with Gravel, frequent Cobbles and Boulders, moist, compact Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // CLAYEY SANDY SILT - Brown Clayey Sandy Silt with Gravel, moist to wet, compact Grey Moist with fractured ROCK Moist to wet END OF BOREHOLE SS- SS- SS- AS =" 0+ 0=" 0+ SS-: % Gravel % Sand % Silt and Clay % between and µm WL -. m //0 Borehole cave-in encountered at.0 m Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

55 REFERENCE No.: -0 BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: K. Geraldi DATE: July, 0 DRILLING COMPANY: GHD METHOD: Manual Hammer ENCLOSURE No.: A- BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade 0.0 GROUND SURFACE % % N TOPSOIL/ORGANICS 0 SS Stratigraphy DESCRIPTION OF SOIL AND BEDROCK SILTY SAND - Grey Clayey Silty Sand Gravel with Cobbles and Boulders END OF BOREHOLE Type and Number SS- SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index 0 0=" 0+ Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Manually advanced borehole terminated at practical refusal to further advance (due to presence of either dense soils, Boulders or Bedrock)

56 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy SILTY SAND - Light brown to grey Silty Sand with Gravel, frequent Cobbles and boulders, damp Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS =" Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0 SS =" BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS =" 0+ Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

57 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SILTY SAND - Light brown SS- to grey Silty Sand with Gravel, frequent Cobbles and Boulders, damp SS =" Recovery Blows per in. / cm Penetration Index Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0 SS- 0 Borehole cave-in encountered at. m BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // END OF BOREHOLE Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

58 REFERENCE No.: -0 ENCLOSURE No.: A-0 BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Truck-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // ft 0 Depth m m Below Existing Grade. Stratigraphy SILTY SAND - Light brown to grey Silty Sand with Gravel, frequent Cobbles and Boulders, damp END OF BOREHOLE Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS =" Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

59 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS- SILTY SAND - Light brown to grey Silty Sand with Gravel, frequent Cobbles and Boulders, damp Recovery Blows per in. / cm Penetration Index Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 0=" 0+ Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

60 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy SILTY SAND - Light brown Silty Sand with Gravel, frequent Cobbles and Boulders Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l DESCRIPTION OF SOIL AND BEDROCK "N" Value RQD (blows / 0. m) CONE 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) SS =" Field Lab COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // Grey END OF BOREHOLE SS =" Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

61 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS- SILTY SAND Light brown to grey Silty Sand with Gravel, frequent Cobbles and Boulders, damp Type and Number SS- Recovery 0 Moisture Content Blows per in. / cm Penetration Index 0+ 0=" Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations.0 SS =" BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // END OF BOREHOLE SS- 0 0=" 0+ Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

62 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SS- 0 SILTY SAND - Light brown to grey Silty Sand with Gravel and fractured rocks, frequent Cobbles and Boulders, damp, dense to very dense Recovery Blows per in. / cm Penetration Index Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // SILT - Brown layered Silt, with Clay, trace Sand, wet, compact WEATHERED BEDROCK OR BOULDERS - Weathered Bedrock or Boulders, with Silty Sand END OF BOREHOLE SS- SS =" SS-: 0% Gravel % Sand % Silt and Clay % between and µm WL -. m //0 Borehole terminated due to practical refusal of further auger advancement (presence of Boulders or Bedrock inferred but not confirmed)

63 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH-0 ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 ft Depth m.0 m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK 0.0 GROUND SURFACE % % N TOPSOIL ( mm) SS- 0. SILTY SAND - Silty Sand with Gravel, frequent Cobbles and Boulders, damp, compact to dense Type and Number SS- Recovery Moisture Content Blows per in. / cm 0 Penetration Index Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) Field Lab RQD CONE COMMENTS Open borehole did not encounter groundwater seepage and/or accumulation during drilling operations BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // with fractured rock Moist Wet END OF BOREHOLE SS- SS- SS- AS Borehole cave-in encountered at.0 m

64 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 Depth ft m m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SILTY SAND - Light brown SS- to grey Silty Sand with Gravel and Cobbles and Boulders, damp, dense Recovery Blows per in. / cm Penetration Index Field Lab RQD CONE COMMENTS.0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // Very dense trace Clay Light brown to grey Silty coarse Sand with fractured rock, wet END OF BOREHOLE SS- SS =" 0+ 0 Borehole cave-in encountered at. m

65 REFERENCE No.: -0 ENCLOSURE No.: A- BOREHOLE No.: BH- ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 DRILLING COMPANY: Strong Soil Search METHOD: Track-mount, Solid Stem Augers BOREHOLE REPORT Page: of LEGEND SS - SPLIT SPOON AS - AUGER SAMPLE ST - SHELBY TUBE CS - CORE SAMPLE - WATER LEVEL NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 Depth ft m m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l "N" Value (blows / 0. m) 0.0 GROUND SURFACE % % N TOPSOIL (0 mm) 0. SILTY SAND - Light brown SS- Silty Sand with Gravel, frequent Cobbles and Boulders, damp, compact Recovery Blows per in. / cm Penetration Index Field Lab RQD CONE COMMENTS.0 BOREHOLE LOG GEOTECH (MULTIPLE DRILLERS) -0, -0-, BOREHOLE LOGS.GPJ GEOLOGIC.GDT // Trace Clay, moist SANDY GRAVEL - Brown Sandy Gravel, wet, compact END OF BOREHOLE SS- AS- AS- 0 WL -. m //0

66 REFERENCE No.: -0 TEST PIT No.: TP-0 ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 ENCLOSURE No.: A- TEST PIT REPORT Page: of LEGEND GS - GRAB SAMPLE - WATER LEVEL EXCAVATION COMPANY: Drain Bros. METHOD: Track-mount Excavator NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 Depth m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l Field Lab COMMENTS ft m GROUND SURFACE TOPSOIL (0 mm) FILL - Brown Silty Sand with Gravel, occasional ROOTS and ORGANICS, moist % Existing concrete block, foundation wall and concrete floor slab encountered.. SILTY SAND - Brown Silty Sand with Gravel, trace Clay, occasional Cobbles and Boulders, moist.0 TEST PIT LOG GEOTECH -0, -0-, TEST PIT LOGS.GPJ GEOLOGIC.GDT // GRAVELLY SAND - Brown Gravelly Sand with Silt, wet END OF TEST PIT GS- Test pit terminated at practical refusal on concrete slab. Test pit relocated m North and re-excavated WL -. m //0 Practical refusal to further excavation advancement (presence of boulders or bedrock confirmed)

67 REFERENCE No.: -0 TEST PIT No.: TP-0 ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 ENCLOSURE No.: A- TEST PIT REPORT Page: of LEGEND GS - GRAB SAMPLE - WATER LEVEL EXCAVATION COMPANY: Drain Bros. METHOD: Track-mount Excavator NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 Depth m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l Field Lab COMMENTS ft m 0.0 GROUND SURFACE TOPSOIL (0 mm) % (See picture) SILTY SAND - Brown Silty Sand with Gravel, trace Clay, occasional Cobbles and Boulders, moist.0 GS-..0 TEST PIT LOG GEOTECH -0, -0-, TEST PIT LOGS.GPJ GEOLOGIC.GDT // GRAVELLY SAND - Brown Gravelly Sand with Silt, wet END OF TEST PIT WL -.0 m //0 Practical refusal to further excavation advancement (presence of boulders or bedrock confirmed)

68 REFERENCE No.: -0 TEST PIT No.: TP-0 ELEVATION:. m CLIENT: City of Peterborough PROJECT: Trent University, Arena Complex LOGGED BY: P. Hynes DATE: July, 0 ENCLOSURE No.: A-0 TEST PIT REPORT Page: of LEGEND GS - GRAB SAMPLE - WATER LEVEL EXCAVATION COMPANY: Drain Bros. METHOD: Track-mount Excavator NOTES: Elevations interpolated from Beninger Surveying Ltd.'s survey plan dated April, 0 Depth m Below Existing Grade Stratigraphy DESCRIPTION OF SOIL AND BEDROCK Type and Number Moisture Content Shear test (Cu) Sensitivity (S) Water content (%) Atterberg limits (%) w p w l Field Lab COMMENTS ft m GROUND SURFACE TOPSOIL (0 mm) SILTY SAND - Brown Silty Sand with Gravel, trace Clay, occasional Cobbles and Boulders, moist % Open test pit did not encounter groundwater seepage and/or accumulation during excavation operations.0 (See pictures)..0. END OF TEST PIT Practical refusal to further excavation advancement (presence of boulders or bedrock confirmed) TEST PIT LOG GEOTECH -0, -0-, TEST PIT LOGS.GPJ GEOLOGIC.GDT //