Submitted to: Clublink Corporation ULC & Clublink Holdings Limited Dufferin Street King City, ON L4M 6Y1

Transcription

1 October 0 PRELIMINARY GEOTECHNICAL INVESTIGATION Glen Abbey Golf Club Redevelopment Oakville, Ontario Submitted to: Clublink Corporation ULC & Clublink Holdings Limited 7 Dufferin Street King City, ON LM Y REPORT Report Number: 707 (000) Distribution: e-copy - Clublink Corporation ULC e-copy - Golder Associates Ltd.

2 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT Table of Contents.0 INTRODUCTION....0 PROJECT BACKGROUND....0 INVESTIGATION PROCEDURES.... Field Investigation....0 SUBSURFACE CONDITIONS.... General Overview..... Topsoil..... Fill..... Clayey Silt to Silty Clay Till..... Shale Bedrock.... Groundwater Conditions....0 GEOTECHNICAL COMMENTS AND RECOMMENDATIONS.... Subsurface Conditions Suary.... General Site Grading.... Site Preparation and Engineered Fill.... Foundation Recoendations Lateral Earth Pressure on Walls Site Servicing Excavations Pipe Bedding and Cover Trench Backfill Preliminary Geotechnical Input to Storm Water Management Ponds SWM Pond Liners SWM Pond Berm Construction and Inspection and Maintenance....9 Preliminary Pavement Design....0 Erosion Hazard Limits Background Methodology and Parameter Selection Slope Stability Results... October 0 Report No. 707 (000) i

3 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT.0. Erosion Hazard Limit Analysis....0 ADDITIONAL WORK, INSPECTIONS AND TESTING... ATTACHMENTS: Important Information and Limitations of This Report Method of Soil Classification Abbreviations and Terms Used on Records of Boreholes and Test Pits List of Symbols TABLES: Table : Fill Depths and Elevations Table : Till Depths and Elevations Table : Shale Bedrock Depths and Elevations LIST OF FIGURES Figure : Site and Borehole Location Plan Figure : Slope A Slop Stability Analysis (Static) Figure : Slope B Slop Stability Analysis (Static) Figure : Slope C Slop Stability Analysis (Static) Figure : Slope D Slop Stability Analysis (Static) Figure : Slope Setback Analysis APPENDICES APPENDIX A Record of Borehole Sheets APPENDIX B Laboratory Test Results APPENDIX C Previously Provided Slope Letter - Golder Associates Ltd. October 0 Report No. 707 (000) ii

4 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT.0 INTRODUCTION Golder Associates Ltd. (Golder) was retained by Clublink Corporation ULC & Clublink Holdings Limited (Clublink) to provide geotechnical engineering services in support of the design of a mixed use development including residential and coercial uses within the existing Glen Abbey Golf Course lands, in the Town of Oakville, Ontario. The location of the site is shown on Figure. The purpose of this report is to suarize the geotechnical information (soil, bedrock, and groundwater) encountered in this area and to provide preliminary recoendations and coents on the geotechnical aspects of the design and construction of the proposed development. This report primarily addresses the geotechnical (physical) aspects of the subsurface conditions as encountered at this site. Select soil samples were submitted for analytical testing to assess the environmental quality of the subsurface soil conditions; the results of this testing are provided within the Phase II Environmental Site Assessment (ESA) report, which is also being prepared by Golder under separate cover. This report should be read in conjunction with the Important Information and Limitations of this Report, attached. The reader s attention is specifically drawn to this information, as it is essential for the proper use and interpretation of this report..0 PROJECT BACKGROUND The site is located at Dorval Drive, in the Town of Oakville, Ontario. The site is bounded by Dorval Drive to the south, Upper Middle Road to the west and existing residential properties to the north and east. The site slopes generally from south to north. The Sixteen Mile Creek Valley crosses the north portion of the site flowing from northwest to southeast. The existing southern slope at the site ranges in height from about metres to metres; the current slope profiles range from 0.7 horizontal to vertical (0.7H:V) to.9h:v. Flatter slopes are present at the northeastern portion of the site. Sixteen Mile Creek meanders along the base of the slope, within the valley lands. The location and layout of the proposed development is shown on Figure. Based on the site plan provided to our office titled Glen Abbey Concept Master Plan dated October 0, the proposed redevelopment of the Glen Abbey Golf Club will include the construction of detached residential units, townhouse and stacked townhouse units, mid-rise apartment units, and mixed use (residential / retail / office) space. The proposed redevelopment will also consist of open space, parks, buffer blocks, and natural heritage system blocks, as well as driveways and the associated municipal road network. It is noted that the development is limited to the table land south of the valley and no development is planned within the valley lands portion of the site or the Raydor Estate which is located at Dorval Drive..0 INVESTIGATION PROCEDURES. Field Investigation The field investigation was completed between January 8 and February 0, 0, during which time a total of twenty boreholes were advanced at the site; the boreholes are designated as Boreholes BH to BH 0. A total of nine environmental boreholes were advanced in the parking areas surrounding the maintenance area of the golf club between January and January 7, 0. One of the boreholes (Borehole ESA-7) has been included in October 0 Report No. 707 (000)

5 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT this report. The borehole locations are indicated on Figure. The Record of Borehole sheets for all of the boreholes can be found in Appendix A. The boreholes were drilled using both truck and track-mounted drill rigs supplied and operated by a specialist drilling company. Standard penetration testing (ASTM D8) and sampling were carried out at regular intervals of depth in the boreholes using conventional 8 internal diameter split spoon sampling equipment in the overburden soils. Bedrock coring was carried out in one of the boreholes. Shallow groundwater conditions were noted in the open boreholes during drilling. Fourteen monitoring wells were installed in selected boreholes and were equipped with flush mount steel casing access covers to allow for subsequent monitoring of the groundwater levels at the site. The field work was observed by members of Golder s technical staff, who located the boreholes, arranged for the clearance of underground utility services, observed the drilling, sampling and in situ testing operations, logged the boreholes, and examined and cared for the recovered soil and rock samples. The samples were identified in the field, placed in appropriate containers, labelled and transported to Golder s Mississauga geotechnical laboratory for further examination and laboratory testing. Index and classification tests, consisting of water content determinations, grain size distribution tests, and Atterberg limits testing were carried out on selected soil samples. The borehole locations were staked out in the field by Golder personnel prior to the drilling operations. Following the drilling, the borehole and monitoring well locations were surveyed by Fiddes Clipsham Inc. The ground surface elevations (referenced to Geodetic Datum) at the borehole locations were also surveyed at that time..0 SUBSURFACE CONDITIONS The detailed subsurface soil/bedrock and groundwater conditions encountered in the boreholes advanced at this site along with the results of geotechnical laboratory testing, are shown on the Record of Borehole sheets in Appendix A. Methods of Soil Classification, Symbols and Terms used on Records of Boreholes and Test Pits are provided to assist in the interpretation of the Record of Borehole sheets. The detailed results of geotechnical laboratory testing on selected soil samples are presented in Appendix B. The Record of Borehole sheets indicate the subsurface conditions at the borehole locations only. The stratigraphic boundaries shown on the borehole records are inferred from non-continuous sampling, observations of drilling progress as well as results of Standard Penetration Tests and, therefore, represent transitions between soil types rather than exact planes of geological change. Subsurface soil conditions will vary between and beyond the borehole locations. The following sections of this report provide an overview of the subsurface conditions encountered at the site followed by more detailed descriptions of the major soil strata and shallow groundwater conditions encountered at the borehole locations.. General Overview In general, the subsurface stratigraphy within the area of the investigation consists of topsoil overlying variable fill; the fill is underlain by native cohesive till deposits. The till is underlain by shale bedrock which was encountered at depths ranging from 0.9 m to. m below ground surface. Groundwater was measured in nine of the boreholes at the time of drilling at depths of between. m and. m below ground surface. Boreholes BH, BH, BH8, BH9, BH0, BH, BH, BH, BH7, BH8 and BH9 were dry at the completion of drilling. Groundwater levels October 0 Report No. 707 (000)

6 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT were subsequently measured in the monitoring wells at depths of between.9 m and.9 m below ground surface with a single monitoring well (BH7) being noted as dry. Additional coents regarding groundwater can be found in Section. of this report... Topsoil Topsoil was encountered in each of the boreholes. The topsoil ranged in thickness between 0 and 0. The thickness of the topsoil at the site based on the borehole records should be considered preliminary only, and a subsequent shallow test pit investigation should be completed to accurately ascertain the topsoil thickness across the site... Fill Fill was encountered below the topsoil in eleven of the boreholes and ranged in thickness from about 0. m to. m. The fill was highly variable and ranged from silty clay to silt to silty sand fill and contained varying amounts of gravel. The fill was reddish brown to grey; the water contents in the cohesive fill were variable from drier than the plastic limit to at about the plastic limits; the non-cohesive fill was moist. Organics were noted in several of the fill samples and a clayey topsoil layer was encountered underlying the fill at a depth of about. m in Borehole BH7. The detailed depths and elevations of the fill at each of the borehole locations (if encountered) at the site are provided in Table, following this report. The measured SPT N -values in the cohesive fill ranged from blows per 0. m of penetration to blows per 0. m of penetration, indicating this fill is soft to very stiff. The measured SPT N -values in the non-cohesive fill ranged from 7 blows per 0. m of penetration to blows per 0. m of penetration indicating that these soils are loose to compact. The natural water contents measured on selected samples of the cohesive fill ranged between 7 percent and percent. The natural water contents measured on selected samples of the non-cohesive fill ranged between percent and percent. The results of grain size distribution tests completed on three selected samples of the silty clay fill are shown on Figure B. Atterberg Limits testing carried out on the three selected samples of the cohesive fill measured plastic limits ranging between and 0 percent, liquid limits ranging between and percent and plasticity indices ranging between 8 and. These results, which are plotted on the plasticity chart on Figure B, indicate that the cohesive fill is comprised of silty clay of low plasticity. The results of a grain size distribution test completed on one selected sample of the silt fill are shown on Figure B. Atterberg Limits testing carried out the selected sample of the silt fill measured a plastic limit of 9 percent, a liquid limit of percent and a plasticity index of. These results, which are plotted on the plasticity chart on Figure B, indicate that the fines portion of the fill are comprised of silt of slight plasticity. The results of grain size distribution tests completed on two selected samples of the non-cohesive fill are shown on Figure B... Clayey Silt to Silty Clay Till A cohesive clayey silt to silty clay till deposit was encountered in the all of the boreholes with the exception of BH7, underlying the topsoil or the fill, and directly overlying the shale bedrock. The clayey silt to silty clay till is reddish brown to grey and contains variable sand gravel content, although typically the till is sandy. Upper portions October 0 Report No. 707 (000)

7 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT of the till across the site were noted to be reworked. The till was observed to also contain shale fragments. The water content of the till was noted to be generally at or below the estimated plastic limit. Till deposits in Ontario are known to contain cobbles and boulders; as such, these materials are anticipated to be present throughout the till deposits at this site. The till material ranged in thickness from 0. m to. m. The depths and elevations of the clayey silt to silty clay till encountered at the site are provided in the Table, following this report. The measured SPT N -values within the cohesive till deposit range from 0 blows per 0. m of penetration to greater than 0 blows per 0. m of penetration, suggestive of a stiff to hard consistency. The SPT N -values generally increase with depth. The natural water content measured in samples of the cohesive till ranged from percent to percent. The results of grain size distribution tests completed on nine selected samples of the cohesive till deposits are shown on Figures B and B7. Atterberg Limits testing carried out on nine selected samples of the cohesive till deposit measured plastic limits ranging between and 8 percent, liquid limits ranging between 0 and percent and plasticity indices ranging between and. These results, which are plotted on the plasticity charts on Figures B8 and B9, indicate that the till is comprised of clayey silt to silty clay of low plasticity... Shale Bedrock Red shale bedrock was encountered in each of the boreholes across the site, and as noted above, one of the boreholes was cored to provide input to the bedrock. All of the boreholes were terminated in shale bedrock with the exception of Borehole ESA-7. The shale was encountered underlying the native till deposits in each of the boreholes excluding Borehole BH7, where it was encountered underlying the fill. The bedrock was encountered at depths ranging from 0.7 m to. m below ground surface. The depth and elevation at which bedrock was encountered in each of the boreholes across the site is provided in Table, following this report. Several of the boreholes were advanced to their termination depths through the shale via augering and air rotary methods. Samples of the shale bedrock were able to be recovered from the boreholes via the standard penetration testing method; measured SPT N -values in the shale bedrock were greater than 0 blows per 0. m of penetration. Borehole BH7 was cored to a depth of about 9. m below existing grades. The HQ core recovery also indicated that the shale bedrock contains limestone interbeds and is thinly bedded. The Total Core Recovery (TCR) of the cored bedrock was between 9 percent to 00 percent and the Rock Quality Designation (RQD) ranged from 8 percent to 00 percent.. Groundwater Conditions The shallow groundwater conditions encountered during this investigation and monitoring well installation details are presented on the Record of Borehole sheets in Appendix A. Groundwater was measured in nine of the boreholes at the time of drilling at depths of between. m and. m below ground surface. Boreholes BH, BH, BH8, BH9, BH0, BH, BH, BH, BH7, BH8 and BH9 were dry at the completion of drilling. Groundwater levels were subsequently measured in the monitoring wells at depths of between 0.9 m and.9 m below ground surface with a two monitoring wells (BH Deep and BH7) being noted as dry initially. The detailed groundwater levels measured in the monitoring wells installed at the site, are suarized in the following table: October 0 Report No. 707 (000)

8 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT Groundwater Levels Well ID Ground Elevation (masl) Well depth February and, 0 Depth (mbgs) Elevation (masl) Groundwater Levels March, 0 April, 0 Depth (mbgs) Elevation (masl) Depth (mbgs) Elevation (masl) BH Shale Lithology BH Silty clay to clayey silt, shale BH Shale BH Shale BH Shale BH Silty clay, shale BH Shale BH Shale BH - Shallow BH - Deep Silty clay.7. DRY DRY Shale BH Shale BH7.79. DRY DRY Silty clay, shale BH Shale BH Shale BH Shale It should be noted that the groundwater levels at the site are anticipated to fluctuate with seasonal variations in precipitation and runoff. A more detailed Hydrogeological Assessment of the site is reported under separate cover in our report entitled Preliminary Hydrogeological Assessment, Proposed Residential Development, Glen Abbey Golf Course, Oakville, Ontario, Ref. No. 707, dated July 0..0 GEOTECHNICAL COMMENTS AND RECOMMENDATIONS This section of the report provides preliminary engineering information regarding geotechnical aspects of the proposed redevelopment at the Glen Abbey Golf Club, based on interpretation of the factual data obtained from the boreholes advanced at the site and our understanding of the project requirements. The preliminary information in this portion of the report is provided for the guidance of the design engineers and professionals. Where coents are made on construction, they are provided in order to highlight those aspects which could affect the design of the project. Contractors bidding on or undertaking any work at the site should examine the factual results of the investigation, satisfy themselves as to the adequacy of the information for construction and make their own interpretation of the factual information provided as it may affect equipment selection, proposed construction methods, scheduling and the like. This report primarily addresses the geotechnical (physical) aspects of the subsurface conditions as encountered at this site. Select soil samples were submitted for analytical testing to assess the environmental quality of the October 0 Report No. 707 (000)

9 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT subsurface soil conditions; the results of this testing are provided within the Phase II Environmental Site Assessment (ESA) report, which is also being prepared by Golder under separate cover.. Subsurface Conditions Suary As noted above, the surficial conditions at the site typically consist of surficial topsoil overlying fill; the fill materials were noted to contain organic matter in some areas, and in particular, a buried topsoil layer was encountered in Borehole BH7. The fill materials are generally underlain by stiff to hard cohesive clayey silt to silty clay till deposits, which are underlain by shale bedrock. Stabilized groundwater levels measured in the monitoring wells at the site ranged from about.9 m and.9 m below ground surface. Overall from a geotechnical perspective, the site is considered suitable to support the development as currently proposed. Once the concept is finalized a more detailed site specific investigation will likely be required to address the specific needs of the various components of the development.. General Site Grading Based on the conceptual plan referenced above and dated September 0, the proposed redevelopment of the Glen Abbey Golf Club will consist of residential structures comprising detached residential units, townhomes, midrise apartment units, as well as mixed use (Residential / Retail / Office space). At the time of this investigation the details of site grading were not yet available; however, it is anticipated that the site will require some regrading as part of the redevelopment of the site. As indicated above, the near surface soils encountered in several of the boreholes at the site consist of variable, soft to very stiff cohesive fill and loose to compact fill materials containing organics. The existing fill materials are not considered suitable for the subgrade support of shallow foundations. In areas where these soils will be required to support settlement sensitive structures they should be removed followed by placement of engineered fill materials to raise the grade back up to the proposed final grades as necessary. In areas of deeper fill where fill removal is required in accordance with the final design, it is recoended that a more detailed review of the fill in those areas is undertaken prior to earthworks to better assess the fill quality and thickness specific to those areas. The fill depths and thicknesses encountered in the boreholes are provided in Table.. Site Preparation and Engineered Fill As noted above, the fill present on site is not considered suitable to support settlement sensitive structures and as such it is recoended that the fill be removed and replaced in these areas with engineered fill materials. The following provides recoendations regarding site preparation and the placement of engineered fill within the site. The existing topsoil layer should be stripped from the site prior to site grading and fill placement activities. Following stripping of unsuitable surficial soils to expose the competent native till deposits and prior to placement of engineered fill, the prepared native subgrade should be heavily compacted and proofrolled under the supervision of the geotechnical engineer. Any softened or poorly performing areas of the native subgrade soils must be subexcavated and replaced with engineered fill as directed by the geotechnical engineer. The existing topsoil materials or other soils containing significant amounts of organic matter are not considered suitable for reuse as engineered fill. Based on the results of the investigation, the organic content in the fill was October 0 Report No. 707 (000)

10 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT variable; i.e., some of the fill samples contained organic content, whereas organics was not noted in several of the of the fill samples. It is recoended that experienced Golder geotechnical personnel be present on site during the removal of the fill to provide input into which soils could be stockpiled and later reused as engineered fill, and which soils contain organic matter and thus should not be used as structural engineered fill. The native till soils are considered suitable for reuse as engineered fill across the site provided the moisture contents are within +/- % of the optimum moisture content. Weathered shale that is excavated is not recoended to be used as engineered fill. However, consideration could be given to mixing the weathered shale with native till soils prior to using the native till soils as engineered fill. The shale must be broken down and / or pulverized prior to mixing with the till soils. It is recoended that Golder personnel be on site full time to monitor any mixing of shale with native soils to confirm a suitable amount of effort is being undertaken to fully break down the shale. It is noted that, in order to mitigate damage to the golf course, the boreholes advanced as part of this project were advanced in the iediate vicinity of cart paths or wooded areas. The existing golf course includes numerous raised mounds along the fairways and rough areas that were unable to be investigated at this stage; however, it is anticipated that the majority of these mounds and raised areas are comprised of fill. As noted above, it is recoended that all fill be stripped prior to engineered fill placement. As such, Golder personnel should be on site during the excavation of any raised areas as part of the grading works to provide input into the potential reuse of the material as engineered fill. The engineered fill should be placed in lifts not exceeding 00 in thickness, and should be uniformly compacted to 00% of the materials Standard Proctor Maximum Dry Density (SPMDD). The existing fill soils may be below their optimum water compaction and therefore water may need to be added during fill placement. Full-time inspection by Golder s geotechnical personnel is recoended during fill subexcavation and engineered fill placement. Care will be required to ensure that the prepared area extends far enough to encompass the limits of the engineered fill. The engineered fill limits are defined such that the fill extends downward and outward from the outside edge of the founding level of any footing/slab or other settlement sensitive area at a slope of one horizontal to one vertical provided the fill extends a minimum of at least one metre beyond the perimeter of all structures. Groundwater across the site was measured at a depth as high as.0 m below existing site grades; as noted above, excavations to the native material may extend as deep as. m below existing grade. Groundwater levels can fluctuate due to seasonal variations, and as such, to minimize the potential for dewatering, excavations for the foundations, and/or engineered fill operations, should be conducted in the suer or fall months when groundwater levels are typically at their lowest level. Engineered fill materials should not be placed during winter/periods of freezing weather.. Foundation Recoendations For preliminary assessment purposes, conventional spread and strip footings foundations for lightly loaded to moderately loaded structures on either the competent native till soils or bedrock may be designed using a factored geotechnical resistance at Ultimate Limit States (ULS) of 00 kpa and a geotechnical resistance at Serviceability Limit States (SLS) of 00 kpa (assuming of settlement). In areas where structures are to be constructed October 0 Report No. 707 (000) 7

11 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT which could exert higher loads onto the soils and bedrock (including the mid-rise apartments and the mixed use structures), higher geotechnical resistances may be available on the fresh bedrock. In this regard, once these areas are determined, an additional investigation should be completed, prior to detailed design, to provide additional input toward the soil / bedrock interface and potentially increased geotechnical resistance values. All exterior foundations and foundations in unheated areas must be provided with at least. m of earth cover for frost protection purposes. In addition, the bearing soil and fresh concrete must be protected from freezing during cold weather construction. All founding subgrade soils should be inspected by Golder prior to the foundation construction. Any soft, loose or disturbed soils encountered at the founding level should be removed and backfilled with compacted granular materials. Concrete for the foundations should be placed iediately following the cleaning and inspection of the foundation subgrade (i.e., engineered fill or native soils). If concrete cannot be placed iediately following preparation and cleaning of the subgrade, the integrity of the bearing stratum should be protected by placement of a layer of lean concrete iediately following inspection of the foundation subgrade by Golder. If stepped spread footings are constructed, the difference in elevation between individual footings should not be greater than one half the clear distance between the footings. In addition, the lower footings should be constructed first so that if it is necessary to construct the lower footings at a greater depth than anticipated, the elevations of the upper footings can be adjusted accordingly. Stepped strip footings should be constructed in accordance with OBC Section For preliminary design assessment purposes, a factored geotechnical resistance at Ultimate Limit States (ULS) of 0 kpa and a geotechnical resistance at Serviceability Limit States (SLS) of 0 kpa (assuming of settlement) may be used in the design of shallow foundations founded within engineered fill materials. The maximum total and differential settlements are expected to be less than and 0, respectively, for foundations designed, constructed and inspected as outlined above.. Lateral Earth Pressure on Walls The exterior foundation walls, as well as any retaining structures, should be backfilled with compacted granular fill materials. A suitable drainage system should be incorporated into the design to allow for the collection and discharge of water that may enter the backfill zone. As a minimum requirement, the granular backfill should be placed in the wedge-shaped zone defined by a 0 degree line extending up and back from the base of the structures. All granular backfill should be placed in maximum 00 loose lifts and uniformly compacted to at least 98 percent of the material s Standard Proctor Maximum Dry Density (SPMDD). Heavy compaction equipment should not be used within the lateral distance behind any structure equal to the current height of the fill above the base of the structure. The structures should be designed to withstand both lateral earth and groundwater pressures. Provided that the excavation is backfilled as described above, the structures may be designed using a triangular earth pressure distribution, an at-rest earth pressure coefficient of 0. and a soil unit weight of 9 kn/m. October 0 Report No. 707 (000) 8

12 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT. Site Servicing.. Excavations Based on the information provided to our office by SCS Consulting Group Ltd. (SCS), excavations of up to 0 m depth are required for installation of services. The founding soils for site services at depths of up to 0 m are anticipated to consist primarily of the cohesive clayey silt to silty clay till deposits, as well as shale bedrock. We note that extensive engineered fill operations will likely be required at the site and excavations will also be completed through previously placed engineered fill. Temporary excavations may be carried out using open cut methods. Excavation can be carried out using a large excavator equipped with a rock breaker; ripping teeth may be required to loosen the upper portions of the shale. All excavation work should be carried out in accordance with the Occupational Health and Safety Act and Regulations (OHSA) and with local regulations. In general, temporary open cuts of H:V are considered feasible. Stockpiles of excavated material should be set back from the edge of the excavation by a distance at least equal to the excavation depth. An adequate temporary shoring system should be provided to protect existing structures, services and other facilities located adjacent to the excavations and at all locations where space limitations prevent construction of sufficiently shallow excavation side slopes. Either a driven, interlocking sheet pile system or a soldier pile and timber lagging system would be suitable for the temporary excavation support based on the subsurface soil and groundwater conditions. The temporary excavation support system should be designed and constructed in accordance with Ontario Provincial Standard Specifications (OPSS) 9 (Construction Specification for Temporary Protection Systems). The lateral movement of the temporary shoring system should meet Performance Level as specified in OPSS 9. As the presence of boulders within the till deposit should be anticipated, sheet pile walls may encounter difficulties if considered to support this excavation. It is noted that the Ministry of the Environment and Climate Change (MOECC) has implemented new regulations for construction dewatering. If construction dewatering will be more than 0,000 L/day but less than 00,000 L/day an Environmental Activity and Sector Registry (EASR) will be required. If dewatering will be greater than 00,000 L/day, a Permit to Take Water (PTTW) will be required. Based on the subsurface conditions encountered during the borehole investigation, although high groundwater levels were encountered in some of the boreholes, it is anticipated that actual flow into the excavations would be relatively slow and controllable by conventional sumps and pumps. The dewatering requirements also need to take into account the rate of removal of the storage volume as well as removal of water that might accumulate in the open excavation during rainfall events. Based on the water level depths, and the estimated hydraulic conductivity of the rock, it is likely that the dewatering requirement will exceed 0,000 L/day. It is recoended that once the excavation depths are finalized across the site, an assessment be completed to determine the requirements for either an EASR or a PTTW. The groundwater levels can fluctuate due to seasonal variations, and as such, to minimize the potential for dewatering, if possible, excavations for the foundations should be conducted in the suer or fall months when groundwater levels are typically at their lowest levels. October 0 Report No. 707 (000) 9

13 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT.. Pipe Bedding and Cover The native cohesive till soils and shale bedrock are considered to be suitable for supporting sewers and watermains provided that the integrity of the base of the trench excavations can be maintained during construction. Where variable fill materials, or other deleterious materials are encountered at the base of excavations for settlement-sensitive services, these materials should be subexcavated and replaced with compacted bedding materials approved by Golder. The pipe bedding, embedment and cover soils should be compatible with the sizes, type and class of pipe(s) and the surrounding subsoil. The design should be in accordance with the applicable OPSD standards (00 series), OPSS, OPSS 0 and the Town s standards. If granular bedding is used, OPSS 00 Granular A may be used from at least 0 below invert to springline of the pipe. From springline to 00 above the obvert of the pipe, sand cover could be used. Backfill above the embedment/cover soils could consist of suitable approved native soils. In regard to wet trench bases, the use of clear stone materials for use as pipe bedding materials is not recoended due to the high potential for soil migration into the clear stone... Trench Backfill The excavated materials from trenches for servicing will consist of native cohesive till soils and shale bedrock. In regard to the till, these materials are considered suitable for use as trench backfill provided their water contents at the time of construction are at or near their optimum water content for compaction. Any boulders or cobbles greater than 0 in size should be removed from the trench backfill. Excavated highly weathered shale is expected to be suitable for trench backfill, provided that it is broken down or pulverized and can be compacted to the required density using mechanical compaction equipment. During compaction, the shale will require frequent wetting in order to achieve the desired degree of compaction. Additional details on construction procedures and requirements for the excavation, backfilling and compaction of shale are provided in the Town of Oakville s Development Engineering Procedures and Guidelines Manual. If required an approved imported material such as OPSS 00 Select Subgrade Material (SSM) should be used for trench backfill in lieu of native materials. The trench backfill should be placed in maximum 00 loose lift thickness and uniformly compacted to at least 9 percent of its SPMDD. Due to the high frost-susceptibility of the cohesive till materials, cold weather work should not be completed; however, if cold weather backfill placement is necessary, it should be carried out so that frozen lumps of material, snow and ice are not present in the fill and so that the placed material is not allowed to freeze after placement and compaction. Any such backfilling work should be carried out under the fulltime inspection by Golder with the understanding that work may have to be suspended if temperatures are too low and some material might have to be removed and replaced if it is allowed to freeze after placement. It is anticipated that the majority of the compacted backfill will comprise the native cohesive till soils; as such, post-construction settlement of the compacted backfill may occur, with the majority of such settlement taking place within about three to six months following the completion of the backfilling operations. This settlement would be reflected at the ground surface. To provide a more uniform transition of the ground surface from the undisturbed October 0 Report No. 707 (000) 0

14 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT native material to the trench backfill as applicable, the sides of the excavation should be sloped at an inclination no steeper than horizontal to vertical, outwards and upwards from the base of the excavation. As noted above, a hydrogeological assessment of the site is currently being undertaken by Golder. Additional information regarding trench dewatering requirements and recoendations will be provided once the hydrogeological assessment is complete..7 Bulking Factors Soil / rock bulking is the increase in total volume of soil / rock over the volume of the same material in the undisturbed state. Bulking of native materials occurs when they are excavated from undisturbed ground. For initial design purposes and considering the predominant native till soils and shale bedrock, bulking of about 0 per cent (increase in total volume) for the till and % for the shale bedrock would be expected after excavation and prior to re-compaction. After re-compaction, bulking of about to 0 per cent would be expected..8 Preliminary Geotechnical Input to Storm Water Management Ponds As discussed above, based on the latest site plans three Storm Water Management (SWM) Ponds) will be constructed at the site. Preliminary design details for the SWM Ponds are indicated in the table below; we have also provided the boreholes which are in close vicinity to the SWM Pond. SWM Pond Borehole No. Normal Water Level Elevation Base of Pond Elevation Maximum Side Slope (H:V) A (Block 88) BH, BH H:V B (Block 90) BH9, BH H:V C (Block 89) BH7, BH H:V The subsurface conditions at the site generally comprise varying amounts of fill overlying native cohesive till deposits. The till is underlain by weathered shale bedrock. Given the proposed depths of the ponds it is anticipated that the base of the ponds will be located within the weathered shale bedrock. Therefore, it is recoended that a liner be installed over the entirety of each of the ponds to eliminate the potential for stormwater seepage into the bedrock. Discussion regarding potential liner types is provided in the following section of this report. Based on the subsurface conditions encountered in boreholes drilled at the site, groundwater was measured at a depth as high as 0.9 m below existing site grades in Borehole BH0. The depth of the groundwater increases northward, toward the slope. Depending on the final SWM Pond(s) location and configuration, significant dewatering could be required to facilitate the excavation and construction of the ponds. Additional investigation and analysis should be completed during the detail design stage to provide input toward the potential need for a Permit to Take Water. The sideslope geometry of the SWM Ponds ranges between 7H:V to H:V. A global stability analysis should be completed at each SWM Pond location to confirm that there is a suitable factor of safety against global instability of any containment berms to be constructed, provided that the berm is properly constructed using appropriate engineered fill materials and that a suitable liner is properly installed. Additional stability features, such as shear keys, may be required depending on the results of the analysis. As discussed in greater detail below, full-time supervision by experienced/senior Golder geotechnical personnel should be October 0 Report No. 707 (000)

15 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT carried out during the berm construction (if required) and liner installation as unacceptable seepage and/or instability could occur if the berm and liner is not properly constructed..8. SWM Pond Liners As a portion of the SWM Ponds will be constructed within the weathered shale bedrock, a low-permeability liner will need to be installed to limit seepage out of the ponds through the weathered shale. This will help to maintain the normal operating water level/permanent pool elevation within the ponds. Consideration could be given to the installation of a liner comprised of clayey soils (i.e., a clay liner) at the site. Reuse of the silty clay to clayey silt till as a clay liner could be considered provided any oversized particles (boulders and cobbles) are removed from the material prior to placement and compaction. As an alternative to a clay liner, consideration could be given to installing a geosynthetic clay liner (GCL) such as a Bentofix geosynthetic liner or equivalent material. The use of a GCL is also recoended for ease of construction in comparison to a liner comprised of clayey soils. The GCL is considered suitable for providing a low-permeability barrier in order to reduce seepage out of the pond which would otherwise occur due to the presence of weathered shale bedrock encountered during the investigation. A review of any potential buoyancy issues should be completed once the final SWM Pond(s) configurations are known. Specifically, Boreholes BH9 and BH0 were advanced in proximity to the southern SWM Pond (Block ); the groundwater levels measured in the monitoring wells in these two boreholes were.8 m and 0.9 m respectively, below existing site grades. Under normal operating conditions, there will likely be sufficient resistance to buoyancy of the liner under normal operating conditions (i.e., a water level within the ponds at the normal water level). However, the SWM Ponds should be designed such that there is also sufficient resistance to uplift during maintenance activities (i.e., if / when the pond is drained). In this regard, the liner will need to be covered with sufficient soil weight to counteract the upward seepage pressures based on the water levels at the site. Alternatively, a subdrain system could be installed beneath the liner to allow for water levels to be lowered either on a permanent basis (if permitted) or at the time that maintenance activities are to be carried out..8. SWM Pond Berm Construction and Inspection and Maintenance As indicated on the engineering plans provided to our office, the northern portion of the SWM Pond A will require construction of a new containment berm to be constructed using engineered fill. The SWM Pond should have an external slope not steeper than Horizontal to Vertical. It is anticipated that at least portions of the berm will be constructed from cut materials removed from within the SWM Pond footprint, including the native till. It is noted that shale bedrock was encountered underlying the till deposits; consideration could be given to mixing of the weathered shale with the native till materials provided that the operations are completed with the mixing recoendations provided above in Section.. Importing of material may also be required to supplement the native material. If imported materials are required, they should consist of well-graded glacial till materials or well-graded granular materials which should be approved prior to importation. Any existing topsoil materials, or other soils containing significant amounts of organic and deleterious matter, are not considered suitable as subgrade soils for berm construction or for reuse as engineered fill materials within the berm. It is also recoended to remove all previously placed fill prior to construction of the berm. Following stripping of the topsoil and fill, and prior to placement of engineered fill for construction of the containment berm, October 0 Report No. 707 (000)

16 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT the prepared subgrade should be heavily compacted and proofrolled under the supervision of the geotechnical engineer. Any softened or poorly performing areas of the subgrade soils must be subexcavated and replaced with engineered fill as directed by the geotechnical engineer. A review of the subsurface conditions in Borehole BH indicate that silty clay fill was encountered up to a depth of about.0 m below site grades; the fill is underlain by about. m of native silty clay to clayey silt till. Organics were noted in portions of the fill materials; as such, monitoring of this material during excavation and stockpiling is recoended to determine the potential for reuse as engineered fill for the berm construction. All materials proposed for berm construction should be approved by qualified geotechnical personnel prior to use. The containment berm engineered fill materials should be placed in lifts not exceeding 00 in thickness, and should be uniformly compacted to 00% of the materials Standard Proctor Maximum Dry Density (SPMDD). Given the potential for poor performance including potential for instability if the berm is not properly constructed, confirming that the berm is properly constructed is of utmost importance and, as such, full-time observation and in situ density testing by experienced Golder geotechnical personnel should be carried out during engineered fill placement/berm construction and liner installation. The installation of pond liner materials and appropriate erosion protection measures is recoended to be incorporated into the design of the pond to limit the potential for internal erosion and seepage out of the pond. Additionally, to reduce erosion of the exterior embankment side slopes due to surface water runoff, installation of erosion control mats in conjunction with topsoil placement and seeding or pegged sod is recoended as soon as practicable after construction of the embankments..9 Preliminary Pavement Design Based on the borehole results, the subgrade for the pavement structure will generally comprise very stiff to hard native till soils and engineered fill. Prior to placing any granular material, the exposed subgrade should be prepared and heavily proof-rolled under the supervision of the geotechnical engineer. Remedial work should be carried out on any disturbed, softened or poorly performing zones, as directed by the geotechnical engineer. The recoended preliminary pavement design for this proposed redevelopment is outlined below and is consistent with Town of Oakville Standards. Material Thickness of Pavement Elements () Minor Collector Local Residential Asphaltic Material (OPSS 0) Granular Material (OPSS 00 HL Surface 0 0 HL8 Binder 80 0 Granular A Base 0 0 Granular B Subbase 0 0 Total Pavement Thickness () 0 90 Over Prepared And Approved Subgrade Granular materials should be uniformly compacted to 00 percent of the Standard Proctor Maximum Dry Density (SPMDD). The asphalt materials should be compacted to between 9.0 and 9. percent of their Marshall Maximum Relative Densities (MRDs), as measured in the field using a nuclear density gauge. October 0 Report No. 707 (000)

17 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT It should be noted that the pavement structure provided above is not intended to support heavy construction traffic. In this regard, heavy construction traffic, including triaxials, graders, etc., should be limited to areas of the site where suitable temporary access roads have been constructed so that disturbance to the native soils will be minimized. The contractor should be responsible for determining the locations of, and constructing, these temporary access roads. Golder should provide additional design recoendations regarding the pavement design once final grades have been determined and traffic data is provided..0 Erosion Hazard Limits.0. Background Golder previously provided a letter entitled Preliminary Stable Slope Setback Analysis dated April, 0; the letter can be found in Appendix C. The criteria which govern the evaluation of the setbacks required for valley lands in this area are defined in document titled Determining Regulatory Limits in the Conservation Halton s Jurisdiction dated August 0. As noted above, a natural slope is located along the northern-central portion of the site and runs in an east-west direction from Dorval Drive to Upper Middle Road; Sixteen Mile Creek runs along or near the base of the existing slope. The creek meanders throughout the valley lands and is generally more than metres away from the toe of the slope in most areas. However it is noted that an approximately 0 metre section of the slope exists where the creek and slope are close or are in direct contact. The existing slope at the site ranges in height from about metres to metres; the current slope profiles range from 0.7 horizontal to vertical (0.7H:V) to.9h:v. Flatter slopes are present at the northeastern portion of the site. As part of the geotechnical investigation, four boreholes were advanced near the crest of the slope to provide input toward the stable slope allowance (Boreholes BH, BH, BH and BH7). The bedrock in Borehole BH7 was cored to provide input toward Rock Quality Designation (RQD) and Total Core Recovery (TCR). In general, each of these four boreholes encountered shallow fill underlain by clayey silt to silty clay till deposits. The overburden thickness at the four borehole locations was about m to m; the overburden soils were underlain by shale bedrock of Queenston Formation..0. Methodology and Parameter Selection A slope analysis was completed on the steepest slope in the vicinity of each of the four boreholes noted above. These four areas are designated below as Slope A, Slope B, Slope C and Slope D. The slope stability analyses were carried out using SLOPE/W Version 7., a coercially available software package by Geo-Slope International for limit equilibrium stability analyses. Subsurface conditions from the closest borehole to each of the slope sites were used to provide soil parameters at each of the areas. Factors of safety are not indicated in the document provided by Halton Conservation; in this regard, an appropriate factor of safety has been taken from the Ministry of Natural Resources (MNR) Technical Guide River and Stream Systems: Erosion Hazard Limit (Technical Guide). As per Table. in the Technical Guide, based on the anticipated land use, a Factor of Safety of. was used to calculate the stable slope line. October 0 Report No. 707 (000)

18 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT The soil parameters were estimated from empirical correlations using the results of in situ Standard Penetration Tests (SPT), undrained shear strength values, visual classification and the results of laboratory testing. Deep seated failures through the shale bedrock are not considered to be probable and as such, only shallow rotational / sliding failures were analyzed at the four locations. The simplified soil stratigraphy and the associated strengths and unit weights employed for the different soil types for Slope A, Slope B, Slope C, and Slope D is shown below. Slope Borehole No. Soil Layer Overburden Thickness Bulk Unit Weight (kn/m ) Effective Friction Angle (degrees) Slope A Fill, firm to stiff Till, very stiff to hard Slope B Fill, very stiff Fill, compact Fill, loose Reworked Till, stiff Till, hard Slope C Fill, firm Fill, loose Till, very stiff Slope D 7 Fill, firm Till, very stiff Slope Stability Results A review of the analyses completed at the four sites noted above indicate stable slope lines in the overburden soils ranging between.h:v to.h:v for a minimum Factor of Safety of. to be achieved. The results of the analyses at each of the four sites can be found on Figures to. In regard to the stable slope angle for the shale bedrock, based on the Rock Quality Designation of the recovered bedrock core in Borehole 7, and our past experience, a stable slope angle of.h:v is considered appropriate..0. Erosion Hazard Limit Analysis Based on the subsurface conditions noted from our field investigation, information detailed in the Halton Document and the Technical Guide, as well as the slope stability analyses noted above, the table below provides a suary of the recoended erosion allowances. We also note that Beacon Environmental Limited (Beacon) completed a site reconnaissance at the watercourse and confirmed that where Sixteen Mile Creek is within m of the toe of the slope, a m toe erosion allowance is required. This toe erosion allowance is applicable in Slope C, noted below. October 0 Report No. 707 (000)

19 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT Area Toe Erosion Allowance Stable Slope Angle (Bedrock) Stable Slope Angle (Soil) Slope A N/A.H:V.H:V Slope B N/A.H:V.H:V Slope C m.h:v.h:v Slope D N/A.H:V.H:V Based on these values, Golder has provided a drawing which incorporates a.h:v stable slope angle through the shale portion of the slope, with the varying soil stable slope angles noted in the table above. This drawing is designated as Figure. The composite Stable Slope Angle for the four slope locations analysed is about.7h:v. This angle was applied to develop the current Stable Top of Slope line indicated on Figure. Figure also includes the toe erosion allowance, where applicable. In the vicinity of Slope A, as the existing slope is shallower than.7h:v, the stable top of bank has been taken as the top of the existing slope. It is noted that the erosion hazard for major valley systems, as defined by Conservation Halton, also includes an Access Allowance of m beyond the stable top of bank. We understand that a 0 m Access Allowance has been applied by the development team, and that no private land uses will be proposed within m of the Stable top of Bank. In this regard, from a geotechnical perspective, a 0 m Access Allowance, may be considered and is consistent with recoendations in the MNR Technical Guide as well as those of many other Conservation Authorities in Southern Ontario..0 ADDITIONAL WORK, INSPECTIONS AND TESTING As noted above, prior to completing the proposed residential and mixed use subdivision design, further site specific geotechnical assessment will be required. Prior to tendering, the geotechnical aspects of the final design drawings and specifications and the proposed geo-related construction methodology should be reviewed by Golder to confirm that the various aspects outlined in this report have been met. During construction, sufficient subgrade monitoring, in-situ density tests, and materials tests should be carried out to confirm that the ground conditions encountered are consistent with those encountered in the boreholes, and to monitor conformance with the pertinent project specifications. Full-time geo-monitoring should be performed by Golder geotechnical personnel during construction. October 0 Report No. 707 (000)

20

21 IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT Standard of Care: Golder Associates Ltd. (Golder) has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practising under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. No other warranty, expressed or implied is made. Basis and Use o f the Report: This report has been prepared for the specific site, design objective, development and purpose described to Golder by the Client. The factual data, interpretations and recoendations pertain to a specific project as described in this report and are not applicable to any other project or site location. Any change of site conditions, purpose, development plans or if the project is not initiated within eighteen months of the date of the report may alter the validity of the report. Golder can not be responsible for use of this report, or portions thereof, unless Golder is requested to review and, if necessary, revise the report. The information, recoendations and opinions expressed in this report are for the sole benefit of the Client. No other party may use or rely on this report or any portion thereof without Golder s express written consent. If the report was prepared to be included for a specific permit application process, then upon the reasonable request of the client, Golder may authorize in writing the use of this report by the regulatory agency as an Approved User for the specific and identified purpose of the applicable permit review process. Any other use of this report by others is prohibited and is without responsibility to Golder. The report, all plans, data, drawings and other documents as well as all electronic media prepared by Golder are considered its professional work product and shall remain the copyright property of Golder, who authorizes only the Client and Approved Users to make copies of the report, but only in such quantities as are reasonably necessary for the use of the report by those parties. The Client and Approved Users may not give, lend, sell, or otherwise make available the report or any portion thereof to any other party without the express written permission of Golder. The Client acknowledges that electronic media is susceptible to unauthorized modification, deterioration and incompatibility and therefore the Client can not rely upon the electronic media versions of Golder s report or other work products. The report is of a suary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, counications between Golder and the Client, and to any other reports prepared by Golder for the Client relative to the specific site described in the report. In order to properly understand the suggestions, recoendations and opinions expressed in this report, reference must be made to the whole of the report. Golder can not be responsible for use of portions of the report without reference to the entire report. Unless otherwise stated, the suggestions, recoendations and opinions given in this report are intended only for the guidance of the Client in the design of the specific project. The extent and detail of investigations, including the number of test holes, necessary to determine all of the relevant conditions which may affect construction costs would normally be greater than has been carried out for design purposes. Contractors bidding on, or undertaking the work, should rely on their own investigations, as well as their own interpretations of the factual data presented in the report, as to how subsurface conditions may affect their work, including but not limited to proposed construction techniques, schedule, safety and equipment capabilities. Soil, Rock and Ground water Conditions: Classification and identification of soils, rocks, and geologic units have been based on coonly accepted methods employed in the practice of geotechnical engineering and related disciplines. Classification and identification of the type and condition of these materials or units involves judgment, and boundaries between different soil, rock or geologic types or units may be transitional rather than abrupt. Accordingly, Golder does not warrant or guarantee the exactness of the descriptions. 0 of

22 IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT Special risks occur whenever engineering or related disciplines are applied to identify subsurface conditions and even a comprehensive investigation, sampling and testing program may fail to detect all or certain subsurface conditions. The environmental, geologic, geotechnical, geochemical and hydrogeologic conditions that Golder interprets to exist between and beyond sampling points may differ from those that actually exist. In addition to soil variability, fill of variable physical and chemical composition can be present over portions of the site or on adjacent properties. The professional services retained for this project include only the geotechnical aspects of the subsurface conditions at the site, unless otherwise specifically stated and identified in the report. The presence or implication(s) of possible surface and/or subsurface contamination resulting from previous activities or uses of the site and/or resulting from the introduction onto the site of materials from off-site sources are outside the terms of reference for this project and have not been investigated or addressed. Soil and groundwater conditions shown in the factual data and described in the report are the observed conditions at the time of their determination or measurement. Unless otherwise noted, those conditions form the basis of the recoendations in the report. Groundwater conditions may vary between and beyond reported locations and can be affected by annual, seasonal and meteorological conditions. The condition of the soil, rock and groundwater may be significantly altered by construction activities (traffic, excavation, groundwater level lowering, pile driving, blasting, etc.) on the site or on adjacent sites. Excavation may expose the soils to changes due to wetting, drying or frost. Unless otherwise indicated the soil must be protected from these changes during construction. Sample Disposal: Golder will dispose of all uncontaminated soil and/or rock samples 90 days following issue of this report or, upon written request of the Client, will store uncontaminated samples and materials at the Client s expense. In the event that actual contaminated soils, fills or groundwater are encountered or are inferred to be present, all contaminated samples shall remain the property and responsibility of the Client for proper disposal. Follow-Up and Construction Services: All details of the design were not known at the time of submission of Golder s report. Golder should be retained to review the final design, project plans and documents prior to construction, to confirm that they are consistent with the intent of Golder s report. During construction, Golder should be retained to perform sufficient and timely observations of encountered conditions to confirm and document that the subsurface conditions do not materially differ from those interpreted conditions considered in the preparation of Golder s report and to confirm and document that construction activities do not adversely affect the suggestions, recoendations and opinions contained in Golder s report. Adequate field review, observation and testing during construction are necessary for Golder to be able to provide letters of assurance, in accordance with the requirements of many regulatory authorities. In cases where this recoendation is not followed, Golder s responsibility is limited to interpreting accurately the information encountered at the borehole locations, at the time of their initial determination or measurement during the preparation of the Report. Changed Conditions and Drainage: Where conditions encountered at the site differ significantly from those anticipated in this report, either due to natural variability of subsurface conditions or construction activities, it is a condition of this report that Golder be notified of any changes and be provided with an opportunity to review or revise the recoendations within this report. Recognition of changed soil and rock conditions requires experience and it is recoended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly. Drainage of subsurface water is coonly required either for temporary or permanent installations for the project. Improper design or construction of drainage or dewatering can have serious consequences. Golder takes no responsibility for the effects of drainage unless specifically involved in the detailed design and construction monitoring of the system. 0 of

23 METHOD OF SOIL CLASSIFICATION The Golder Associates Ltd. Soil Classification System is based on the Unified Soil Classification System (USCS) Organic or Inorganic INORGANIC (Organic Content 0% by mass) Organic or Inorganic INORGANIC (Organic Content 0% by mass) Soil Group COARSE-GRAINED SOILS ( 0% by mass is larger than 0.07 ) Soil Group FINE-GRAINED SOILS ( 0% by mass is smaller than 0.07 ) GRAVELS (>0% by mass of coarse fraction is larger than.7 ) SANDS ( 0% by mass of coarse fraction is smaller than.7 ) SILTS CLAYS Type of Soil Gravels with % fines (by mass) Gravels with >% fines (by mass) Sands with % fines (by mass) Sands with >% fines (by mass) Type of Soil (Non-Plastic or PI and LL plot below A-Line on Plasticity Chart below) (PI and LL plot above A-Line on Plasticity Chart below) Gradation or Plasticity Poorly Graded Cu = D 0 D 0 Cc = (D 0) D 0 xd 0 < or Organic Content USCS Group Symbol Group Name CLAYEY n/a GC GRAVEL 0% < or SP SAND GP GRAVEL Well Graded to GW GRAVEL Below A Line Above A Line Poorly Graded n/a GM SILTY GRAVEL Well Graded to SW SAND Below A Line Above A Line Laboratory Tests Liquid Limit <0 Liquid Limit 0 Liquid Limit <0 Liquid Limit 0 to 0 Liquid Limit 0 Dilatancy Dry Strength n/a SM SILTY SAND n/a Field Indicators Shine Test Thread Diameter Rapid None None > Slow Slow to very slow Slow to very slow None None None None to Low Low to medium Low to medium Medium to high Low to medium Medium to high Dull Dull to slight Slight Dull to slight Slight to shiny Slight to shiny to to to to ~ to Toughness (of thread) N/A (can t roll thread) Organic Content SC USCS Group Symbol CLAYEY SAND Primary Name <% ML SILT None to low <% ML CLAYEY SILT Low Low to medium Medium to high % to 0% OL ORGANIC SILT <% MH CLAYEY SILT % to 0% Low to medium 0% to Medium 0% OH ORGANIC SILT (see None High Shiny < High Note ) CH CLAY CL CI SILTY CLAY SILTY CLAY HIGHLY ORGANIC SOILS (Organic Content >0% by mass) Peat and mineral soil mixtures Predominantly peat, may contain some mineral soil, fibrous or amorphous peat 0% to 7% 7% to 00% PT SILTY PEAT, SANDY PEAT PEAT Dual Symbol A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC and CL-ML. For non-cohesive soils, the dual symbols must be used when the soil has between % and % fines (i.e. to identify transitional material between clean and dirty sand or gravel. For cohesive soils, the dual symbol must be used when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart (see Plasticity Chart at left). Note Fine grained materials with PI and LL that plot in this area are named (ML) SILT with slight plasticity. Fine-grained materials which are non-plastic (i.e. a PL cannot be measured) are named SILT. Note For soils with <% organic content, include the descriptor trace organics for soils with between % and 0% organic content include the prefix organic before the Primary name. Borderline Symbol A borderline symbol is two symbols separated by a slash, for example, CL/CI, GM/SM, CL/ML. A borderline symbol should be used to indicate that the soil has been identified as having properties that are on the transition between similar materials. In addition, a borderline symbol may be used to or indicates a range of similar soil types within a stratum. January 0 G-

24 ABBREVIATIONS AND TERMS USED ON RECORDS OF BOREHOLES AND TEST PITS PARTICLE SIZES OF CONSTITUENTS Soil Constituent BOULDERS COBBLES GRAVEL SAND SILT/CLAY Particle Size Description Not Applicable Not Applicable Coarse Fine Coarse Medium Fine Classified by plasticity Millimetres Inches (US Std. Sieve Size) >00 > 7 to 00 to 9 to 7.7 to 9.00 to.7 0. to to to () to 0.7 (0) to () (0) to (0) (00) to (0) <0.07 < (00) MODIFIERS FOR SECONDARY AND MINOR CONSTITUENTS Percentage by Mass Modifier > Use 'and' to combine major constituents (i.e., SAND and GRAVEL, SAND and CLAY) > to Primary soil name prefixed with "gravelly, sandy, SILTY, CLAYEY" as applicable > to some trace PENETRATION RESISTANCE Standard Penetration Resistance (SPT), N: The number of blows by a. kg (0 lb) haer dropped 70 (0 in.) required to drive a 0 ( in.) split-spoon sampler for a distance of 00 ( in.). Cone Penetration Test (CPT) An electronic cone penetrometer with a 0 conical tip and a project end area of 0 cm pushed through ground at a penetration rate of cm/s. Measurements of tip resistance (q t), porewater pressure (u) and sleeve frictions are recorded electronically at penetration intervals. Dynamic Cone Penetration Resistance (DCPT); N d: The number of blows by a. kg (0 lb) haer dropped 70 (0 in.) to drive uncased a 0 ( in.) diameter, 0 cone attached to "A" size drill rods for a distance of 00 ( in.). PH: Sampler advanced by hydraulic pressure PM: Sampler advanced by manual pressure WH: Sampler advanced by static weight of haer WR: Sampler advanced by weight of sampler and rod NON-COHESIVE (COHESIONLESS) SOILS Compactness Term SPT N (blows/0.m) Very Loose 0 - Loose to 0 Compact 0 to 0 Dense 0 to 0 Very Dense >0. SPT N in accordance with ASTM D8, uncorrected for overburden pressure effects.. Definition of compactness descriptions based on SPT N ranges from Terzaghi and Peck (97) and correspond to typical average N0 values. Term Dry Moist Field Moisture Condition Description Soil flows freely through fingers. Soils are darker than in the dry condition and may feel cool. SAMPLES AS Auger sample BS Block sample CS Chunk sample or DP Seamless open ended, driven or pushed tube sampler note size DS Denison type sample FS Foil sample RC Rock core SC Soil core SS Split spoon sampler note size ST Slotted tube TO Thin-walled, open note size TP Thin-walled, piston note size WS Wash sample SOIL TESTS w water content PL, w p plastic limit LL, w L liquid limit C consolidation (oedometer) test CHEM chemical analysis (refer to text) CID consolidated isotropically drained triaxial test CIU consolidated isotropically undrained triaxial test with porewater pressure measurement D R relative density (specific gravity, Gs) DS direct shear test GS specific gravity M sieve analysis for particle size MH combined sieve and hydrometer (H) analysis MPC Modified Proctor compaction test SPC Standard Proctor compaction test OC organic content test SO concentration of water-soluble sulphates UC unconfined compression test UU unconsolidated undrained triaxial test V (FV) field vane (LV-laboratory vane test) γ unit weight. Tests which are anisotropically consolidated prior to shear are shown as CAD, CAU. COHESIVE SOILS Consistency Term Undrained Shear SPT N Strength (kpa) (blows/0.m) Very Soft < 0 to Soft to to Firm to 0 to 8 Stiff 0 to 00 8 to Very Stiff 00 to 00 to 0 Hard >00 >0. SPT N in accordance with ASTM D8, uncorrected for overburden pressure effects; approximate only. Water Content Term Description w < PL Material is estimated to be drier than the Plastic Limit. w ~ PL Material is estimated to be close to the Plastic Limit. Wet As moist, but with free water forming on hands when handled. w > PL Material is estimated to be wetter than the Plastic Limit. January 0 G-

25 LIST OF SYMBOLS Unless otherwise stated, the symbols employed in the report are as follows: I. GENERAL (a) Index Properties (continued) w water content π. w l or LL liquid limit ln x natural logarithm of x w p or PL plastic limit log 0 x or log x, logarithm of x to base 0 l p or PI plasticity index = (w l w p) g acceleration due to gravity w s shrinkage limit t time I L liquidity index = (w w p) / I p I C consistency index = (w l w) / I p e max void ratio in loosest state e min void ratio in densest state I D density index = (e max e) / (e max - e min) II. STRESS AND STRAIN (formerly relative density) principal stress (major, intermediate, γ shear strain (b) Hydraulic Properties change in, e.g. in stress: σ h hydraulic head or potential ε linear strain q rate of flow ε v volumetric strain v velocity of flow η coefficient of viscosity i hydraulic gradient υ Poisson s ratio k hydraulic conductivity σ total stress (coefficient of permeability) σ effective stress (σ = σ - u) j seepage force per unit volume σ vo initial effective overburden stress σ, σ, σ minor) (c) Consolidation (one-dimensional) C c compression index σ oct mean stress or octahedral stress (normally consolidated range) = (σ + σ + σ )/ C r recompression index τ shear stress (over-consolidated range) u porewater pressure C s swelling index E modulus of deformation C α secondary compression index G shear modulus of deformation m v coefficient of volume change K bulk modulus of compressibility c v coefficient of consolidation (vertical direction) c h coefficient of consolidation (horizontal direction) T v time factor (vertical direction) III. SOIL PROPERTIES U degree of consolidation σ p pre-consolidation stress (a) Index Properties OCR over-consolidation ratio = σ p / σ vo ρ(γ) bulk density (bulk unit weight)* ρ d(γ d) dry density (dry unit weight) (d) Shear Strength ρ w(γ w) density (unit weight) of water τ p, τ r peak and residual shear strength ρ s(γ s) density (unit weight) of solid particles φ effective angle of internal friction γ unit weight of submerged soil δ angle of interface friction (γ = γ - γ w) µ coefficient of friction = tan δ D R relative density (specific gravity) of solid c effective cohesion particles (D R = ρ s / ρ w) (formerly G s) c u, s u undrained shear strength (φ = 0 analysis) e void ratio p mean total stress (σ + σ )/ n porosity p mean effective stress (σ + σ )/ S degree of saturation q (σ - σ )/ or (σ - σ )/ q u compressive strength (σ - σ ) S t sensitivity * Density symbol is ρ. Unit weight symbol is γ where γ = ρg (i.e. mass density multiplied by acceleration due to gravity) Notes: τ = c + σ tan φ shear strength = (compressive strength)/ January 0 G-

26 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT TABLES October 0 Report No. 707 (000)

27 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT Table : Fill Depths and Elevations Borehole No. Depth to Top of Fill * Elevation of Top of Fill Depth to Base of Fill * Elevation of Base of Fill Fill Thickness BH BH BH BH BH BH BH BH BH BH BH ESA * Depths measured from below existing grades October 0 Report No. 707 (000)

28 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT Table : Till Depths and Elevations Borehole No. Depth to Top of Till * Elevation of Top of Till Depth to Base of Till * Elevation of Base of Till Till Thickness BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH BH ESA Below 7.7** > 0.** * Depths measured from below existing grades **Borehole ESA-7 was terminated in the till deposit October 0 Report No. 707 (000)

29 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT Table : Shale Bedrock Depths and Elevations Borehole No. Depth to Shale Surface * Elevation of Shale Surface BH.. BH. 7.7 BH.9. BH. 9. BH.0. BH. 7. BH7.7. BH8.8. BH9. 0. BH BH..8 BH BH.7. BH.. BH. 9. BH. 8. BH7.. BH BH9. 0. BH * Depths measured from below existing grades October 0 Report No. 707 (000)

30 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT FIGURES October 0 Report No. 707 (000)

31 Path: ---- File Name: 707CA000.dwg FAIRWAY HILLS BLVD. MASTERS GREEN MASTERS GREEN THE LINKS DR. ABBEYDALE CT. GOLFVIEW CT. GREENEAGLE DR. GALLERY HILL RVAL DRIVE OLD ABBEY LANE GREENEAGLE DR. LANE 'A' ST. 'K' LANE 'B' ST. 'L' STREET 'D' LANE 'C' STREET 'B' STREET 'J' ST. 'M' LN. 'D' ST. 'G' STREET 'C' STREET 'H' STREET 'F' STREET 'F' LANE 'E' STREET 'I' ST. 'E' ST. 'N' BH STREET 'A' STREET 'J' LANE 'F' STREET 'U' STREET 'X' ST. 'V' ST. 'O' ST. 'P' BH0 BH BH BH8 BH9 BH7 BH0 BH BH BH STREET 'T' STREET 'W' LANE 'G' BH9 STREET 'T' LANE 'H' ST. 'R' STREET 'S'STREET 'S' LANE 'H' BH BH BH BH BH7 STREET 'Q' BH BH ESA-7 ROYAL OAK CT. McCRANERY STREET W UPPER MIDDLE ROAD RAMBLER CT. ROYAL ALBERT CT. BH8 LEEWOOD DRIVE ODESSA CRESCENT KEY PLAN PLAN LEGEND KEY PLAN :0000 m DEVELOPMENT BOUNDARY BOREHOLE LOCATION REFERENCES Plan Concept overlies ESRI Geography Network OBM Features. Concept Plan is approximated to orthographic Image and OBM features.version Glen Abbey Concept Plan August 0. Borehole Locations Surveyed by Fiddes Clipsham Inc. on February, m :000 Plotted x7" Tabloid Projection is UTM NAD 8 Zone 7 CLIENT CLUBLINK CORPORATION ULC PROJECT GLEN ABBEY GOLF CLUB REDEVELOPMENT TITLE SITE AND BOREHOLE LOCATION PLAN CONSULTANT YYYY-MM-DD PREPARED STB DESIGN REVIEW APPROVED PROJECT No. Phase Rev AA UPPER UPPER UPPER UPPER MIDDLE MIDDLE MIDDLE MIDDLE RD. RD. RD. RD. W / UPPER UPPER UPPER MIDDLE MIDDLE MIDDLE RD. RD. RD. RD. W / UPPER MIDDLE RD. RD. W / 8 8 UPPER MIDDLE RD. W / 8 QUEEN QUEEN QUEEN QUEEN QUEEN ELIZABETH ELIZABETH ELIZABETH ELIZABETH ELIZABETH WAY WAY WAY WAY WAY / QUEEN QUEEN ELIZABETH ELIZABETH WAY WAY / 0 0 RVAL RVAL RVAL RVAL RVAL RVAL RVAL RVAL DR. DR. DR. DR. DR. DR. DR. DR. RVAL RVAL RVAL RVAL RVAL DR. DR. DR. DR. DR. RVAL RVAL RVAL DR. DR. DR. NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA NEYAGAWA BLVD. BLVD. BLVD. BLVD. Figure IF THIS MEASUREMENT ES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B 0

32 Glen Abbey Golf Club Redevelopment Slope A - Slope Stability Analysis (Static) Figure April, 0 Analysis by: Rafael Abdulla Project No: 707 (000) Reviewed by: Sarah Poot

33 Glen Abbey Golf Club Redevelopment Slope B - Slope Stability Analysis (Static) Figure April, 0 Analysis by: Rafael Abdulla Project No: 707 (000) Reviewed by: Sarah Poot

34 Glen Abbey Golf Club Redevelopment Slope C - Slope Stability Analysis (Static) Figure April, 0 Analysis by: Rafael Abdulla Project No: 707 (000) Reviewed by: Sarah Poot

35 Glen Abbey Golf Club Redevelopment Slope D - Slope Stability Analysis (Static) Figure April, 0 Analysis by: Rafael Abdulla Project No: 707 (000) Reviewed by: Sarah Poot

36 Path: ---- File Name: 707_000_BG_000.dwg LEGEND TOP OF STABLE SLOPE PROPERTY BOUNDARIES BOREHOLE LOCATION REFERENCE BASE PLAN RECEIVED IN AN FROM SCS CONSULTING GROUP, DATED APRIL 0, :,000 METRES CLIENT CLUBLINK CORPORATION ULC CONSULTANT YYYY-MM-DD PREPARED DESIGN REVIEW APPROVED 0-0- STB NLP SK PROJECT GLEN ABBEY GOLF CLUB REDEVELOPMENT OAKVILLE, ONTARIO TITLE SLOPE SETBACK ANALYSIS PROJECT No. 707 PHASE Rev. FIGURE IF THIS MEASUREMENT ES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B 0

37 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT APPENDIX A Record of Borehole Sheets October 0 Report No. 707 (000)

38 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL (CL) SILTY CLAY, some sand; reddish brown to grey, (REWORKED TILL); cohesive, w<pl, firm (CL) SILTY CLAY, some sand, reddish brown, (TILL); cohesive, w<pl, hard SHALE (BEDROCK) Thinly bedded Fine grained Red SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING MH Casing # Silica Sand Hole Plug PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand Track Mount CME " O/D Soild Stem Auger 7 February, Slot PVC Screen GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on January, 0.. Groundwater measured at a depth of.7 m below existing grade on February, LOGGED: CHECKED: CL NL

39 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION FILL-(SW) SAND, trace silt; brown; non-cohesive, moist, loose FILL-(CL) SILTY CLAY, some sand and gravel, organics, silt seams, shale fragments; reddish brown to greyish brown to brown; cohesive, w<pl, firm to stiff to very stiff STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand Hole Plug FILL-(SM) SILTY SAND; brown; non-cohesive, moist, compact FILL-(CL) SILTY CLAY, some sand, some gravel to gravelly, organics, sand seams, shale fragments; reddish brown to brown to grey; cohesive, w~pl to w<pl, stiff MH February, 0 # Silica Sand GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME " O/D Soild Stem Auger (CL-MH) SILTY CLAY to CLAYEY SILT; grey to reddish brown, (TILL); cohesive, w<pl, stiff SHALE (BEDROCK) Thinly bedded Fine grained Red End of Borehole NOTE: : 0. Groundwater measured at a depth of. m in open borehole upon completion of drilling on January, 0.. Groundwater measured at a depth of.9 m below existing grade on February, Slot PVC Screen LOGGED: CL CHECKED: NL

40 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 8, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION TOPSOIL FILL-(ML) CLAYEY SILT, some sand; reddish brown; cohesive, w~pl, firm STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION FILL-(CL) SILTY CLAY, some sand and gravel, shale fragments; reddish brown; w<pl, stiff. 0.9 # Silica Sand (CL) SILTY CLAY, trace sand to sandy, trace to some gravel, shale fragments, rootlets; reddish brown to grey, (TILL); cohesive, w<pl, very stiff to hard.7.7 Cuttings / Plug MH GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME " O/D Soild Stem Auger : 0 SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red CONTINUED NEXT PAGE Holeplug LOGGED: CHECKED: CL NL

41 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 8, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Track Mount CME " O/D Soild Stem Auger GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB 7 8 Track Mount CME Air Rotary 9 0 : 0 CONTINUED NEXT PAGE 7 Holeplug LOGGED: CHECKED: CL NL

42 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 8, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Holeplug February, 0 # Silica Sand Track Mount CME Air Rotary GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Groundwater measured at a depth of.7 m in open borehole upon completion of drilling on January 8, 0.. Groundwater measured at a depth of. m below existing grade on February, Slot PVC Screen LOGGED: CL CHECKED: NL

43 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE TOPSOIL STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 8 (CL) SILTY CLAY, trace sand, silt seams; mottled reddish brown grey, (REWORKED TILL); cohesive, w<pl, stiff (CL) SILTY CLAY, trace to some sand, shale fragments; reddish brown, (TILL); cohesive, w<pl, stiff to hard Track Mount CME " O/D Soild Stem Auger SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on January, LOGGED: CHECKED: CL NL

44 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 0, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE TOPSOIL STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION FILL-(CL) SILTY CLAY, sand and gravel seam; brown; cohesive, w<pl, very stiff # Silica Sand 7 FILL-(ML) SANDY SILT; brown; non-cohesive, moist, compact 9..7 M Track Mount CME " O/D Soild Stem Auger FILL-(ML) SILT, trace sand, some plastic fines; reddish brown; non-cohesive, moist, loose (CL) SILTY CLAY, trace sand; reddish brown to grey, (REWORKED TILL); cohesive, w~pl, stiff MH GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME Air Rotary : 0 (CL) SILTY CLAY and SAND, trace gravel, limestone fragments; reddish brown, (TILL); cohesive, w<pl, hard SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red CONTINUED NEXT PAGE MH Hole Plug LOGGED: CL CHECKED: NL

45 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 0, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME Air Rotary : 0 CONTINUED NEXT PAGE Hole Plug LOGGED: CL CHECKED: NL

46 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 0, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Hole Plug GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME Air Rotary End of Borehole NOTE: : 0. Groundwater measured at a depth of. m in open borehole upon completion of drilling on January 0, 0.. Groundwater measured at a depth of. m below existing grade on February, February, 0 # Silica Sand 0 Slot PVC Screen LOGGED: CL CHECKED: NL

47 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January 0, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION FILL-(CL) SILTY CLAY, some sand and gravel; reddish brown to grey; cohesive, w<pl to w~pl, stiff to firm Track Mount CME " O/D Soild Stem Auger FILL-(SM) SILTY SAND, trace to some gravel; brown; non-cohesive, moist, loose (ML-CL) CLAYEY SILT to SILTY CLAY, trace to some sand; brown, (TILL); cohesive, w<pl, very stiff M 9 MH GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB SHALE (BEDROCK) Thinly bedded Fine grained Red End of Borehole NOTE: : 0. Groundwater measured at a depth of. m in open borehole upon completion of drilling on January 0, LOGGED: CHECKED: CL NL

48 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH7 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION TOPSOIL FILL-(SP/GP) SAND and GRAVEL; grey; non-cohesive, moist, compact FILL-(CL) SILTY CLAY, some sand and gravel; reddish brown; cohesive, w<pl, firm STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand Track Mount CME " O/D Soild Stem Auger FILL-(CL) sandy SILTY CLAY, some gravel; reddish brown; cohesive, w<pl, firm (CL) SILTY CLAY, some sand; reddish brown to brown, (REWORKED TILL); cohesive, w<pl, very stiff SHALE (BEDROCK) Thinly bedded Fine grained Red For Rock Core Details, see Record of Drillhole BH MH GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME HQ Coring : 0 CONTINUED NEXT PAGE Hole Plug LOGGED: CL CHECKED: NL

49 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH7 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- For Rock Core Details, see Record of Drillhole BH7 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME HQ Coring : 0 CONTINUED NEXT PAGE Hole Plug LOGGED: CL CHECKED: NL

50 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH7 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- For Rock Core Details, see Record of Drillhole BH7 Hole Plug GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME HQ Coring NOTE: : 0. Groundwater measured at a depth of. m in open borehole upon completion of drilling on January, 0.. Groundwater measured at a depth of.9 m below existing grade on February, End of Borehole 9. # Silica Sand February, 0 0 Slot PVC Screen LOGGED: CL CHECKED: NL

51 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH8 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION (CL) SILTY CLAY, some sand; reddish brown, (REWORKED TILL); cohesive, w<pl, firm (CL) SILTY CLAY, trace sand, silt seams; reddish brown, (TILL); cohesive, w<pl, hard STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing # Silica Sand Hole Plug PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand Track Mount CME " O/D Soild Stem Auger SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Slot PVC Screen GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February, 0.. Groundwater measured at a depth of.9 m below existing grade on February, February, 0 LOGGED: CL CHECKED: NL

52 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH9 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE TOPSOIL STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand FILL-(CL) SILTY CLAY, trace sand, shale fragments; reddish brown; cohesive, w<pl, firm.0 0. Hole Plug Track Mount CME " O/D Soild Stem Auger (CL) sandy SILTY CLAY, trace sand, trace organics, silt seams; reddish brown, (REWORKED TILL); cohesive, w<pl, very stiff (CL) SILTY CLAY, some sand; reddish brown, (TILL); cohesive, w<pl, hard SHALE (BEDROCK) Thinly bedded Fine grained Red MH GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB No recovery of sample at. m bgs End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February, 0.. Groundwater measured at a depth of. m below existing grade on February, February, 0 0 Slot PVC Screen LOGGED: CL CHECKED: NL

53 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH0 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE TOPSOIL STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 0 (CL) SILTY CLAY, trace sand and gravel; reddish brown, (TILL); cohesive, w<pl, very stiff SHALE (BEDROCK) Limestone Interbeds Thinly bedded Fine grained Red Track Mount CME " O/D Soild Stem Auger 0 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on January, LOGGED: CHECKED: CL NL

54 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION 8 # Silica Sand (CL) sandy SILTY CLAY, trace gravel, shale fragments; reddish brown, (REWORKED TILL); cohesive, w<pl, very stiff MH SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME " O/D Soild Stem Auger : 0 CONTINUED NEXT PAGE 7 7 February, 0 Hole Plug # Silica Sand 0 Slot PVC Screen LOGGED: CL CHECKED: NL

55 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Track Mount CME " O/D Soild Stem Auger 0 Slot PVC Screen End of Borehole NOTE:. Groundwater measured at a depth of 9.0 m in open borehole upon completion of drilling on January, 0.. Groundwater measured at a depth of.8 m below existing grade on February, GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB : 0 LOGGED: CHECKED: CL NL

56 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE TOPSOIL STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION 9 (CL) SILTY CLAY, trace sand and gravel; reddish brown, (TILL); cohesive, w<pl, hard SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Track Mount CME " O/D Soild Stem Auger 7 7 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on January, LOGGED: CHECKED: CL NL

57 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION FILL-(CL) SILTY CLAY, some sand to sandy, some gravel, shale fragments; reddish brown to grey; cohesive, w<pl, stiff to firm STRATA PLOT ELEV. DEPTH NUMBER A 0.0 B SAMPLES TYPE BLOWS/0.m 9 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING MH PIEZOMETER OR STANDPIPE INSTALLATION (CL) SILTY CLAY, trace sand, some gravel; reddish brown to grey, (TILL); cohesive, w<pl, hard SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME " O/D Soild Stem Auger : 0 CONTINUED NEXT PAGE Hole Plug LOGGED: CL CHECKED: NL

58 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Hole Plug # Silica Sand Track Mount CME " O/D Soild Stem Auger 0 Slot PVC Screen GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Groundwater measured at a depth of.8 m in open borehole upon completion of drilling on January, 0.. Groundwater measured at a depth of. m below existing grade in deep monitoring on February, 0.. Groundwater measured at a depth of. m below existing grade in shallow monitoring on February, February, 0 LOGGED: CL CHECKED: NL

59 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION TOPSOIL (CL) SILTY CLAY, some sand and gravel; reddish brown, (REWORKED TILL); cohesive, w<pl, very stiff STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION (CL) SILTY CLAY, some sand, silt seam, shale fragments; reddish brown, (TILL); w<pl, hard Track Mount CME " O/D Soild Stem Auger SHALE (BEDROCK) Limestone Interbeds Thinly bedded Fine grained Red..7 No sample recovery at. m bgs End of Borehole GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB NOTE: : 0. Borehole dry upon completion of drilling on February, 0. LOGGED: CHECKED: CL NL

60 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February 0, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION TOPSOIL FILL-(CL) SILTY CLAY, some sand, mixed organics; reddish brown; cohesive, w~pl, firm STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION (CL) sandy SILTY CLAY, some gravel, silt seams, shale fragments; reddish brown, (TILL); cohesive, w<pl, very stiff MH SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Track Mount CME " O/D Soild Stem Auger 7 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February 0, LOGGED: CHECKED: CL NL

61 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February 0, 0 BH SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION Track Mount CME " O/D Soild Stem Auger FILL-(CL) SILTY CLAY, trace sand, trace organics and topsoil; reddish brown to grey; cohesive, w~pl, firm (CL) SILTY CLAY, trace sand, shale fragments; reddish brown, (REWORKED TILL); cohesive, w<pl, very stiff SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Hole Plug # Silica Sand February, Slot PVC Screen GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB No recovery of sample at. m bgs End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February 0, 0.. Groundwater measured at a depth of.9 m below existing grade on February, LOGGED: CHECKED: CL NL

62 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February 0, 0 BH7 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION FILL-(CL) SILTY CLAY, trace to some sand and gravel, shale and limestone fragments; reddish brown; cohesive, w<pl, stiff to very stiff Hole Plug 0 # Silica Sand GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME " O/D Soild Stem Auger FILL-CLAYEY TOPSOIL FILL-(CL) sandy SILTY CLAY, mixed organics; reddish brown to grey; cohesive, w<pl, stiff SHALE (BEDROCK) Limestone Interbeds Thinly bedded Fine grained Red End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February 0, 0.. Monitoring well dry, measured on February, MH 0 Slot PVC Screen LOGGED: CL CHECKED: NL

63 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH8 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL SOIL PROFILE DESCRIPTION (CL) SILTY CLAY, trace sand, shale fragments; reddish brown, (REWORKED TILL); cohesive, w<pl, hard SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing # Silica Sand Hole Plug PIEZOMETER OR STANDPIPE INSTALLATION 7 Track Mount CME " O/D Soild Stem Auger 0 February, 0 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB No recovery of sample at. m bgs End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February, 0.. Groundwater measured at a depth of. m below existing grade on February, Slot PVC Screen LOGGED: CL CHECKED: NL

64 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH9 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD SOIL PROFILE DESCRIPTION GROUND SURFACE TOPSOIL STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 7 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand (CL) sandy SILTY CLAY, trace gravel, shale fragments; reddish brown, (REWORKED TILL); cohesive, w~pl to w<pl, stiff MH Hole Plug (CL) SILTY CLAY, trace sand, limestone fragments; reddish brown, (TILL); cohesive, w<pl, hard.0.7 Track Mount CME " O/D Soild Stem Auger SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red February, 0 7 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB End of Borehole NOTE: : 0. Borehole dry upon completion of drilling on February, 0.. Groundwater measured at a depth of. m below existing grade on February, Slot PVC Screen LOGGED: CL CHECKED: NL

65 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH0 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE TOPSOIL FILL-(CL) SILTY CLAY, trace sand, rootlets; reddish brown, (REWORKED TILL), cohesive, w<pl, firm (CL) SILTY CLAY, some sand; reddish brown, (TILL); cohesive, w<pl, very stiff SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m 9 DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING Casing PIEZOMETER OR STANDPIPE INSTALLATION # Silica Sand February, 0 February, 0 GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB Track Mount CME " O/D Soild Stem Auger : 0 CONTINUED NEXT PAGE Hole Plug # Silica Sand 0 Slot PVC Screen LOGGED: CL CHECKED: NL

66 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: February, 0 BH0 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES BORING METHOD SOIL PROFILE DESCRIPTION STRATA PLOT ELEV. DEPTH SAMPLES NUMBER TYPE BLOWS/0.m DYNAMIC PENETRATION RESISTANCE, BLOWS/0.m SHEAR STRENGTH Cu, kpa nat V. rem V Q - U - HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red End of Borehole Slot PVC Screen NOTE:. Groundwater measured at a depth of. m in open borehole upon completion of drilling on February, 0.. Groundwater measured at a depth of.0 m below existing grade on February, 0. GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB : 0 LOGGED: CHECKED: CL NL

67 PROJECT: 707 (000) LOCATION: See Figure RECORD OF BOREHOLE: BORING DATE: January, 0 ESA-7 SHEET OF DATUM: Geodetic SPT/DCPT HAMMER: MASS, kg; DROP, 70 METRES 0 BORING METHOD GROUND SURFACE SOIL PROFILE DESCRIPTION ASPHALT FILL (Crushed Limestone bedding); brown to grey (ML) FILL/REWORKED TILL - SANDY SILT, trace to some clay; brown; moist to wet, very loose to compact STRATA PLOT ELEV. DEPTH SAMPLES NUMBER A B TYPE 0 ST BLOWS/0.m HEADSPACE COMBUSTIBLE VAPOUR CONCENTRATIONS [PPM] ND = Not Detected PHOTO IONIZATION DETECTOR [PPM] ND ND HYDRAULIC CONDUCTIVITY, k, cm/s WATER CONTENT PERCENT Wp W Wl ADDITIONAL LAB. TESTING PIEZOMETER OR STANDPIPE INSTALLATION Concrete and Casing Bentonite Seal Geoprobe 78 Direct Push 0 MM Split Spoon 0 MM O.D. 00 MM Solid Stem Augers 0 ST 0 ST ND ND ND ND January 8, 0 Silica Sand Filter GTA-BHS 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MIS.GDT -9- STB (CL) SILTY CLAY, trace to some gravel, some sand; red to grey, (TILL); cohesive, w~pl, stiff End of Borehole NOTE: : 0. Groundwater measured at a depth of. m in open borehole upon completion of drilling on January, 0.. Groundwater measured at a depth of. m below existing grade on January 8, 0. A 8.0. B 7.7 C. 0 ST ND ND ND LOGGED: CHECKED: MG NL

68 PROJECT: 707 (000) LOCATION: See Figure INCLINATION: -90 AZIMUTH: --- RECORD OF DRILLHOLE: BH7 DRILLING DATE: January, 0 DRILL RIG: CME DRILLING CONTRACTOR: Davis Drilling SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH RUN No. PENETRATION RATE min/ COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER 0. m 0 0 B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished BR - Broken Rock K - Slickensided NOTE: For additional SM- Smooth abbreviations refer to list Ro - Rough of abbreviations & MB- Mechanical Break symbols. Jr Ja HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Jn (MPa) AVG NOTES WATER LEVELS INSTRUMENTATION SEE RECORD OF BOREHOLE BH7 SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red.9.7 GTA-RCK 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MISS.GDT -9- STB 7 8 Track Mount CME HQ Coring 9 0 : 0 CONTINUED NEXT PAGE 7 8 Hole Plug LOGGED: CL CHECKED: NL

69 PROJECT: 707 (000) LOCATION: See Figure INCLINATION: -90 AZIMUTH: --- RECORD OF DRILLHOLE: BH7 DRILLING DATE: January, 0 DRILL RIG: CME DRILLING CONTRACTOR: Davis Drilling SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH RUN No. PENETRATION RATE min/ COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER 0. m 0 0 B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished BR - Broken Rock K - Slickensided NOTE: For additional SM- Smooth abbreviations refer to list Ro - Rough of abbreviations & MB- Mechanical Break symbols. Jr Ja HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Jn (MPa) AVG NOTES WATER LEVELS INSTRUMENTATION --- CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red 8 9 GTA-RCK 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MISS.GDT -9- STB 7 8 Track Mount CME HQ Coring 9 0 : 0 CONTINUED NEXT PAGE 0 Hole Plug LOGGED: CL CHECKED: NL

70 PROJECT: 707 (000) LOCATION: See Figure INCLINATION: -90 AZIMUTH: --- RECORD OF DRILLHOLE: BH7 DRILLING DATE: January, 0 DRILL RIG: CME DRILLING CONTRACTOR: Davis Drilling SHEET OF DATUM: Geodetic METRES DRILLING RECORD DESCRIPTION SYMBOLIC LOG ELEV. DEPTH RUN No. PENETRATION RATE min/ COLOUR % RETURN FLUSH JN - Joint FLT - Fault SHR- Shear VN - Vein CJ - Conjugate RECOVERY TOTAL CORE % SOLID CORE % R.Q.D. % BD- Bedding FO- Foliation CO- Contact OR- Orthogonal CL - Cleavage FRACT. INDEX PER 0. m 0 0 B Angle PL - Planar CU- Curved UN- Undulating ST - Stepped IR - Irregular DISCONTINUITY DATA DIP w.r.t. CORE AXIS TYPE AND SURFACE DESCRIPTION PO- Polished BR - Broken Rock K - Slickensided NOTE: For additional SM- Smooth abbreviations refer to list Ro - Rough of abbreviations & MB- Mechanical Break symbols. Jr Ja HYDRAULIC Diametral CONDUCTIVITY Point LoadRMC K, cm/sec Index -Q' Jn (MPa) AVG NOTES WATER LEVELS INSTRUMENTATION --- CONTINUED FROM PREVIOUS PAGE --- SHALE (BEDROCK) Limestone interbeds Thinly bedded Fine grained Red Hole Plug GTA-RCK 00 S:\CLIENTS\CLUBLINK\OAKVILLE_GLEN_ABBEY_GOLF_COURSE\0_DATA\GINT\707-BG-000.GPJ GAL-MISS.GDT -9- STB Track Mount CME HQ Coring End of Drillhole NOTE: : 0. Groundwater measured at a depth of. m in open borehole upon completion of drilling on January, 0.. Groundwater measured at a depth of.9 m below existing grade on February, # Silica Sand 0 Slot PVC Screen LOGGED: CL CHECKED: NL February, 0

71 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT APPENDIX B Laboratory Test Results October 0 Report No. 707 (000)

72 GRAIN SIZE DISTRIBUTION Silty Clay Fill FIGURE B Size of openings, inches U.S.S Sieve size, meshes/inch 00 " ¼" " ½" " ¾" ½" /8" PERCENT FINER THAN GRAIN SIZE, COBBLE SIZE COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES GRAVEL SIZE SAND SIZE FINE GRAINED LEGEND SYMBOL BOREHOLE SAMPLE DEPTH B Project Number: 707 Checked By: Golder Associates Date: 0-Apr-

73 PLASTICITY INDEX % CH 0 0 CI MH or OH LEGEND BH SAMPLE SYMBOL 7 B 0 CL CL - ML ML or OL ML LIQUID LIMIT % PLASTICITY CHART Silty Clay Fill Figure No. B Project No. 707 Checked By:

74 GRAIN SIZE DISTRIBUTION Silt Fill FIGURE B Size of openings, inches U.S.S Sieve size, meshes/inch 00 " ¼" " ½" " ¾" ½" /8" PERCENT FINER THAN GRAIN SIZE, COBBLE SIZE COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES GRAVEL SIZE SAND SIZE FINE GRAINED LEGEND SYMBOL BOREHOLE SAMPLE Project Number: 707 Checked By: Golder Associates Date: 0-Apr-

75 PLASTICITY INDEX % CH 0 0 CI MH or OH LEGEND BH SAMPLE SYMBOL 0 CL CL - ML ML or OL ML LIQUID LIMIT % PLASTICITY CHART Silt Fill Figure No. B Project No. 707 Checked By:

76 GRAIN SIZE DISTRIBUTION Silty Sand to Sandy Silt Fill FIGURE B Size of openings, inches U.S.S Sieve size, meshes/inch 00 " ¼" " ½" " ¾" ½" /8" PERCENT FINER THAN GRAIN SIZE, COBBLE SIZE COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES GRAVEL SIZE SAND SIZE FINE GRAINED LEGEND SYMBOL BOREHOLE SAMPLE Project Number: 707 Checked By: Golder Associates Date: 0-Apr-

77 GRAIN SIZE DISTRIBUTION Silty Clay Till FIGURE B Size of openings, inches U.S.S Sieve size, meshes/inch 00 " ¼" " ½" " ¾" ½" /8" PERCENT FINER THAN GRAIN SIZE, COBBLE SIZE COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES GRAVEL SIZE SAND SIZE FINE GRAINED LEGEND SYMBOL BOREHOLE SAMPLE DEPTH Project Number: 707 Checked By: Golder Associates Date: 0-Apr-

78 GRAIN SIZE DISTRIBUTION Clayey Silt to Silty Clay Till FIGURE B7 Size of openings, inches U.S.S Sieve size, meshes/inch 00 " ¼" " ½" " ¾" ½" /8" PERCENT FINER THAN GRAIN SIZE, COBBLE SIZE COARSE FINE COARSE MEDIUM FINE SILT AND CLAY SIZES GRAVEL SIZE SAND SIZE FINE GRAINED LEGEND SYMBOL BOREHOLE SAMPLE 9 9 Project Number: 707 Checked By: Golder Associates Date: 0-Apr-

79 PLASTICITY INDEX % CH 0 0 CI MH or OH LEGEND BH SAMPLE SYMBOL 0 CL CL - ML ML or OL ML LIQUID LIMIT % PLASTICITY CHART Silty Clay Till Figure No. B8 Project No. 707 Checked By: 7 9

80 PLASTICITY INDEX % CH 0 0 CI MH or OH LEGEND BH SAMPLE SYMBOL 0 CL CL - ML ML or OL ML LIQUID LIMIT % PLASTICITY CHART Clayey Silt Till Figure No. B9 Project No. 707 Checked By:

81 PRELIMINARY GEOTECHNICAL INVESTIGATION GLEN ABBEY GOLF CLUB REDEVELOPMENT APPENDIX C Previously Provided Slope Letter - Golder Associates Ltd. October 0 Report No. 707 (000)

82 April, 0 Project No. 707 Ms. Kim Beckman Davies Howe Partners, LLP 99 Spadina Avenue, th Floor Toronto, Ontario MR Z PRELIMINARY STABLE SLOPE SETBACK ANALYSIS CRV SITE OAKVILLE, ONTARIO Dear Ms. Beckman, As requested, Golder Associated Ltd. (Golder) has carried out a preliminary analysis of the setbacks required for positioning the Top of Stable Slope line as part of the constraints mapping process for the site noted above. As part of our review, Golder has reviewed currently available published geotechnical information and internal geotechnical reports for the iediate area of the site, completed a site visit to assess the current condition of the slopes and to observe any signs of active erosion present and reviewed the topographic mapping provided by SCS Consulting Ltd. (SCS) which we understand was obtained by Malone Given Parsons (MGP) from the Town of Oakville. In addition, we have relied upon previous information provided to ClubLink Properties Limited in letter from Golder dated October, 998. Based on our review of the data noted above, our assessment of the current site conditions are as follows: The site is primarily underlain by shale bedrock of the Queenston Formation which overlies the shale bedrock of the Meaford-Dundas Formation. Local geotechnical information indicates that the shale is overlain by to metres of a clay till material in the tableland area with the exception of the area of the site adjacent to Upper Middle Road where up to 8 metres of soil was found overlying the bedrock. On the valley slopes, the soils overlying the bedrock are typically comprised of completely weathered shale/residual soil. The slopes range in height from about metres to metres with the current slope profiles ranging from horizontal to vertical (H:V) to.9h:v but typically in the range of.h:v. Flatter slopes in the range of H:V and H:V are present south and east of the Canadian Golf Hall of Fame. Golder Associates Ltd. 00, Scotia Court, Whitby, Ontario, Canada LN 8Y Tel: + (90) 7 77 Fax: + (90) Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

83 Ms. Kim Beckman 707 Davies Howe Partners, LLP April, 0 The slopes are well treed or grassed and are exhibiting only minor signs of surficial erosion with the exception of one section where the creek is in direct contact with the slope and the shale bedrock is exposed for almost the full height of the slope as a consequence of ongoing toe erosion. Toe erosion is not an issue for the majority of the slope, as Sixteen Mile Creek is more than metres away from the toe of the slope in most areas. An approximately 0 metre section of the slope where the creek and slope are close or in direct contact will be affected by the need for a toe erosion setback. Stable slope angles for fresh shale bedrock would typically be considered to be in the order of about.h:v; for weathered shale slopes the stable slope angle is shallower and up to about.7h:v. For the soils anticipated at this site, the stable slope angle would typically range from H:V to H:V. Based on the conditions noted above a conservative setback allowance (Stable Top of Bank Line as shown on Figure ) was developed based on a.9h:v stable slope angle taken over the full height of the slope (to encompass the weathered shale with nominal soil cover) along with a metre toe erosion allowance where required. A flatter stable slope angle (.H:V) was used in the areas adjacent to Upper Middle Road to allow for the thicker soils known to exist in that area. A total of nine slope cross-sections were reviewed and analysed to develop the line. Prior to final design, the Stable Top of Bank Line can be refined by carrying out detailed analyses of the slopes once boreholes are advanced as part of the geotechnical assessment of the overall site and surveyed slope profiles are available. The boreholes would confirm the actual type and thickness of the soil cover over the shale and provide confirmation of the condition of the upper zones of the shale. In addition, updated topographic information for specific section of the slopes will be required. We trust this letter and its attachments are suitable for your current needs, if any point requires clarification please do not hesitate to contact this office. Yours truly, GOLDER ASSOCIATES LTD. Steven D. Keenan, C.E.T. Prinicpal Anne S. Poschmann, P.Eng. Principal SDK/ASP/sdk/js CC: Ms. Sarah Kurtz SCS Consulting Group Ltd. Mr. Matthew James Cory Malone Given Parsons Ltd. Attachments: Figure Stable Top of Slope Line, CRV Site, Oakville, Ontario Figures and Site Photographs \\golder.gds\gal\barrie\active\0\ proj\707 geranium geotech hydrog oakville\correspondence\707 let 0'0' preliminary stable slope setback analysis.docx /

84 LEGEND TOP OF STABLE SLOPE CONSULTANT PROPERTY BOUNDARIES YYYY-MM-DD 0-0- PREPARED MK PROJECT PROJECT CRV OAKVILLE, ONTARIO IF THIS MEASUREMENT ES NOT MATCH WHAT IS SHOWN, THE SHEET SIZE HAS BEEN MODIFIED FROM: ANSI B File Name: 707_000_BG_000.dwg TITLE TOP OF STABLE SLOPE ANALYSIS DESIGN REFERENCE BASE PLAN RECEIVED IN AN FROM SCS CONSULTING GROUP, DATED APRIL 0, 0. :,000 METRES REVIEW APPROVED SDK PROJECT No. 707 CONTROL Rev. FIGURE Path: \\golder.gds\gal\mississauga\sim\clients\geranium\project_crv_oakville\99_proj\707\0_prod\000_slope_analysis\ CLIENT CLUBLINK CORPORATION ULC

85 Figure - SITE PHOTOGRAPHS Slope Stability Setback Analysis Image : Active Erosion of Slope Contact with Sixteen Mile Creek Image : Typical Slope West of Clubhouse Project No. 707 Golder Associates Ltd. Inputted by: JS Date: April, 0 Checked by: SDK

86 Figure - SITE PHOTOGRAPHS Slope Stability Setback Analysis Image : Slope Section where Toe Erosion Setback Required Image : Flatter Slope Sections East of Canadian Golf Hall of Fame Project No. 707 Golder Associates Ltd. Inputted by: JS Date: April, 0 Checked by: SDK

87 Golder Associates Ltd. Coerce Park Drive, Unit L Barrie, Ontario, LN 8X Canada T: + (70) 7 9