Appendix E Geotechnical Investigation

Transcription

1 Appendix E Geotechnical Investigation

2 Consulting Geotechnical & Environmental Engineering Construction Materials Inspection & Testing GEOTECHNICAL INVESTIGATION TANNERY AND WATERWORKS PARKS SHORELINE IMPROVEMENTS OAKVILLE, ONTARIO Prepared for: Shoreplan Engineering Limited 55 Eglinton Avenue East, Suite 800 Toronto, Ontario M4P 1G8 Attention: Mr. Milo Sturm, P. Eng. File No May 20, 2014 Inc. Distribution: 4 Copies - Shoreplan Engineering Limited 1 Copy - Inc., Brampton Inc. Greater Toronto Hamilton Niagara Central Ontario Northern Ontario 11 Indell Lane 903 Barton Street, Unit Bayview Drive, Unit Kelly Lake Rd., Unit 1 Brampton, Ontario L6T 3Y3 Stoney Creek, Ontario L8E Barrie, Ontario L4N 4Y8 Sudbury, Ontario P3E 5P4 (905) Fax: (905) Fax: (705) Fax: (705) Fax:

3 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No TABLE OF CONTENTS 1. INTRODUCTION SITE AND PROJECT DESCRIPTION FIELD PROCEDURE SUBSURFACE CONDITIONS Topsoil Earth Fill Native Soils Geotechnical Laboratory Test Results Ground Water DISCUION AND RECOMMENDATIONS Slope Inspection and Mapping Slope Stability Analysis Erosion Risks Overlook Feature Foundation SUMMARY LIMITATIONS AND USE OF REPORT APPENDIX Abbreviations, Terminology and General Information Borehole Logs Sieve and Hydrometer Analysis Atterberg Limits Test Results Figure 1 - Site Location Plan Figure 2 - Borehole Location and Site Features Plan Figures 3A to 3C - Slope Cross Sections Slope Stability Analysis Results Photographs Information on Helical Pier Foundation System Page No. i

4 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No INTRODUCTION Inc. was retained by Shoreplan Engineering Limited to conduct a geotechnical slope stability investigation for the shoreline improvement works along the Tannery and Waterworks Parks located in the Town of Oakville, Ontario. The concept plan for the revitalization of this area would primarily include stabilization and rehabilitation of the existing shoreline protection measures, as well as improvement to the existing and construction of a new water front trail section behind (north) the existing shoreline protection works within Tannery Park, starting from the east-end of the site (west shore of Oakville Harbour) and extending approximately to the west-end of Tannery Park. The new waterfront trail construction would also include one overlook feature which would be located behind the shoreline protection works near the west-end of Tannery Park below the existing wooden staircase. This report encompasses the geotechnical slope stability investigation of the subject slope located along Tannery Park West and Walker Street Promenade shoreline to determine the prevailing subsurface soil and shallow ground water conditions, a detailed visual slope inspection to review the existing slope conditions within the study area, and a detailed slope stability analysis. Based on the results of the investigation, review and detailed analysis, this report provides geotechnical engineering recommendations pertaining to the longterm stability of the subject slope as well as geotechnical design recommendations for the construction of the proposed outlook feature (structure). 2. SITE AND PROJECT DESCRIPTION The site is located south of Walker Street, between Oakville Harbour and Kerr Street, in the Town of Oakville, Ontario. The study area consists of a shoreline slope located along Lake Ontario between Oakville Harbour and Kerr Street, and is approximately 500 m long. The general location of the site is shown on Figure 1. For the purpose of site description, Lakeshore Road is assumed to be oriented in an east-west direction. The existing shoreline protection at Tannery Park consists of rubble and an irregularly placed (and/or damaged armourstone wall (revetment) along the base of a high bank, while the existing shoreline protection for Waterworks Park consists of mostly dumped rubble fronting with an eroding relatively low-height bank. There is also a small stone beach deposit towards the west-end of the site. A storm sewer outlet is located at the west-end of Tannery Park that would eventually be at risk if shoreline stabilization and rehabilitation works are not carried out. There is a walk/path (Waterfront Trail) that runs across the site located behind the shoreline at the east-end and along the top of the shoreline slope as it extends west towards Walker Street Promenade (Reach 2), as shown on Figure 2. A few residential houses are situated on the tableland on the south side of Walker Street between the Wilson Street and Chisholm Street. Page No. 1

5 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No Based on the information provided by the client, it is understood that the project would include stabilization and rehabilitation works for the shoreline (along the Tannery and Waterworks Parks) and improvement to existing pathway/trail as well as construction of a new water front trail section behind (north) the shoreline protection works within Tannery Park from the east-end of the site (west-shore of Oakville Harbour) and extending approximately to the west-end of Tannery Park. The new water front trail works would also include construction of an overlook feature behind the shoreline protection works near the west end of Tannery Park below the existing wooden staircase. A geotechnical investigation of the potential stability and shoreline erosion risks to the shoreline slope within the study area was therefore carried out to provide geotechnical design recommendations and guidance for the shoreline improvements and the trail design. 3. FIELD PROCEDURE The field investigation was conducted on December 3 and 4, 2013 and consisted of drilling and sampling of four (4) exploratory boreholes extending to depths varying from about 4.5 m (Borehole 4) to 12.0 m (Borehole 1) below existing ground surface. Boreholes 1 to 3 were advanced on the tableland in a relatively close proximity of the slope crest, while Borehole 4 was advanced at the bottom of the slope near the shoreline at the proposed lookout feature footprint. The approximate location of the boreholes are presented on Figure 2. The boreholes were staked out in the field by. Various public utility agencies and a private utility locate subcontractor were contacted to clear the borehole locations of possible buried utilities prior to drilling. The boreholes were drilled by a specialist drilling contractor using a small/compact drill rig (Mini Mole) with power auger. The boreholes were advanced using continuous flight solid stem auger, and were sampled generally at 0.75 m and 1.5 m intervals with a conventional 50 mm diameter split barrel sampler when the Standard Penetration Test (SPT) was carried out (ASTM D 1586). The field work (drilling, sampling and testing) was observed and recorded by a member of our field engineering staff, who logged the borings and examined the samples as they were obtained. All samples obtained during the investigation were sealed into clean plastic jars and transported to our laboratory for detailed inspection and testing. Samples were examined (tactile) in detail by a geotechnical engineer, and classified according to visual and index properties. Laboratory testing consisted of water content determination on all samples; a Sieve and Hydrometer analysis on nine (9) selected soil samples (Borehole 1, Samples 5, 13 and 15B; Borehole 2, Samples 4 and 8; Borehole 3, Samples 4 and 8; and Page No. 2

6 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No Borehole 4, Samples 3 and 5), and Atterberg Limit tests on six (6) selected soil samples (Borehole 1, Samples 5 and 15B; Borehole 2, Samples 4 and 8; Borehole 3, Sample 8 and Borehole 4, Sample 3). The measured natural water contents of individual samples and the results of the Sieve and Hydrometer analysis and Atterberg Limits tets are plotted on the enclosed borehole logs at respective sampling depths. The laboratory test results are also summarized in Section 4.4 of this report, and appended. Unstabilized water levels were monitored in the open boreholes upon completion of drilling. Piezometer consisting of 25 mm diameter PVC tubing was installed in each borehole to facilitate shallow ground water monitoring. The details of the piezometers are shown on the enclosed borehole logs. Water levels were also measured in the piezometers on January 6, 2014, about five weeks following the subsurface investigation. The results of the ground water monitoring are summarized in Section 4.5 of this report. The borehole ground surface elevations were estimated from the topographic survey (prepared by J. H. Gelbloom Surveying Limited, O.L.S., Project No , received on February 4, 2014) provided by the client. It should be noted that the borehole elevations noted on the borehole logs are approximate, and provided only for the purpose of relating borehole soil stratigraphy. This information should not be used or relied on for other purposes. 4. SUBSURFACE CONDITIONS The results of the boreholes are summarized below and recorded on the accompanying Borehole Logs. This summary is intended to correlate this data to assist in the interpretation of the subsurface conditions encountered at the site. It should be noted that the soil conditions are confirmed at the borehole locations only and may vary between and beyond the borehole locations. The stratigraphic boundaries as shown on the logs represent an inferred transition between the various strata, rather than a precise plane of geologic change. In summary, the boreholes encountered a surficial layer of topsoil underlain by a zone of earth fill materials which was in turn underlain by undisturbed native soil deposit extending to the full depth of investigation at all borehole locations. 4.1 Topsoil A surficial layer of topsoil was encountered at all borehole locations, varying in thickness from about 75 mm (Borehole 2) to 150 mm (Borehole 3). The topsoil was dark brown to black in colour and predominantly consisted of a clayey silt matrix. Page No. 3

7 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No It must be noted that the topsoil thickness is confirmed at the borehole locations only, and may vary between and beyond the boreholes. Further, this information may not be sufficient for estimating topsoil quantities present across the site. 4.2 Earth Fill Earth fill materials were encountered at all boreholes beneath the surficial topsoil layer. The composition of earth fill materials varied across the site from clayey silt, some sand to sandy with trace amounts of gravel; to sand, some silt to silty with trace to some amounts of gravel and clay. Sporadic and intermittent organic staining was observed within the earth fill materials in Boreholes 1, 2 and 4 at varying depths. Trace amounts of ash and cinders were also noted in the earth fill materials in Borehole 1 at a depth of about 8.2 m below existing grade. The Standard Penetration Test results ( N Values) obtained from earth fill materials varied from 5 to 50 blows per 300 mm of penetration, indicating a loose to dense relative density (cohesionless soils) and a firm to very stiff consistency (cohesive soils). The measured moisture contents of the earth fill materials ranged from 8 to 25 percent by weight, indicating a generally moist to locally wet condition. 4.3 Native Soils The earth fill materials were underlain by undisturbed native soil deposit in all boreholes. In Boreholes 2, 3 and 4, a layer of cohesionless soil deposit was encountered underlying the earth fill materials which extended to a depth of about 7.6 m (Borehole 3) to the full depth of investigation in Boreholes 2 and 4 (about 8.7 m and 4.5 m below grade, respectively). The composition of the cohesionless deposit varied from silt with trace to some sand and trace to some clay, to sand with trace to some silt and trace amounts of clay and gravel. Underlying the earth fill materials in Borehole 1 (at about 10.9 m below grade) and the cohesionless deposit in Borehole 3 (at about 7.6 m below grade), a glacial till deposit was encountered. The glacial till consisted of a cohesive clayey silt to silt and clay matrix with embedded sand and gravel particles, and extended to the full depth of investigation (up to about 12.0 m depth below grade). The Standard Penetration Test results ( N Values) obtained from the undisturbed native soil samples varied from 17 to 60 blows per 300 mm of penetration, and 50 blows per 15 to 100 mm of penetration, indicating a compact to very dense relative density (cohesionless soils) and a very stiff to hard consistency (cohesive soils). Page No. 4

8 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No The measured moisture contents of the undisturbed native soil samples ranged from 1 to 25 percent by weight, indicating a damp to moist and locally wet condition. Numerous shale fragments and auger refusal were encountered at deeper depth in all boreholes which may be indicative of the presence of bedrock of Georgian Bay Formation at depths varying from about 4.5 m (Borehole 4) to 12.0 m (Borehole 1) below existing grade. It should be noted that the bedrock confirmation through rock coring was not included in the scope of our work. The bedrock of the Georgian Bay Formation, typically found in the general area, is a deposit predominantly comprising thin to medium bedded blue-grey shale of Upper Ordovician age. The bedrock contains interbeds of grey calcareous shale, limestone/dolostone and calcareous sandstone which are discontinuous and nominally 50 to 300 mm thick. The augered borehole method used at this site is conventionally accepted investigative practice. However, the augering and interval sampling method does not define the bedrock surface with precision, particularly where the surface of the rock is weathered, weaker and easily penetrated by the auger. The auger refusal/spoon bouncing is generally indicative of a presence of a relatively less weathered/sound shale and/or limestone/dolostone layers. The inferred bedrock depth/elevations at the borehole locations, as noted on the borehole logs, were inferred from the borehole augering, auger grinding, spoon sampling/refusal and bouncing, therefore actual bedrock surface elevations may vary from the inferred elevations noted on the borehole logs. 4.4 Geotechnical Laboratory Test Results The geotechnical laboratory testing consisted of water content determination on all samples, while a Sieve and Hydrometer analysis was conducted on nine (9) selected soil samples. The measured natural water contents of individual samples are plotted on the enclosed borehole logs at the respective sampling depths. The results of the Sieve and Hydrometer (grain size) analysis are appended and noted on the borehole logs. A summary of the Sieve and Hydrometer (grain size) analysis results is presented as follows: Page No. 5

9 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No Borehole No. Sample No. Sampling Depth below Grade Percentage (By Weight) Gravel Sand Silt Clay Description (MIT Classification System) Borehole 1 Sample m CLAYEY SILT, sandy, trace gravel Borehole 1 Sample m SAND, some silt, trace clay, trace gravel Borehole 1 Sample 15B Borehole 2 Sample 4 Borehole 2 Sample 8 Borehole 3 Sample 4 Borehole 3 Sample m CLAYEY SILT, sandy, some gravel 2.5 m CLAYEY SILT, sandy, trace gravel 5.6 m SILT, some clay, some sand 2.5 m SAND, some silt, trace gravel 7.8 m SILT AND CLAY, trace sand Borehole 4 Sample m CLAYEY SILT, some sand, trace gravel Borehole 4 Sample m SAND, some silt, some clay Atterbergs Limits Tests were also carried out on six (6) selected soil samples. The results were plotted on A-Line Graph (refer to enclosed Figures, Atterbergs Limits Test Results) and are summarized as follows: Borehole No. Sample No. Sampling Depth below Grade Liquid Limit (Wl) % Plastic Limit (Wp) % Plasticity Index (Ip) % Natural Water Content (Wn) % Description Borehole 1 Sample 5 Borehole 1 Sample 15B Borehole 2 Sample m Slightly Plastic 10.9 m Slightly Plastic 2.5 m Slightly Plastic Borehole 2 Sample m Slightly Plastic/Slight or Low Compressibility Page No. 6

10 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No Borehole No. Sample No. Sampling Depth below Grade Liquid Limit (Wl) % Plastic Limit (Wp) % Plasticity Index (Ip) % Natural Water Content (Wn) % Description Borehole 3 Sample 8 Borehole 4 Sample m Slightly Plastic 1.8 m Slightly Plastic 4.5 Ground Water The depth of ground water was measured in the open boreholes upon completion of drilling. Water levels were also measured in the standpipe piezometers on January 6, 2014 installed in the boreholes, about five weeks following the field investigation. The water level measurements taken in the open boreholes during the field investigation and in the standpipe piezometers during our subsequent site visit are summarized as follows: Borehole No. Depth of Boring below Grade Depth to Cave below Grade Water Level at the Time of Drilling below Grade Water Level in Piezometer below Grade / Elevation on January 6, m open 11.3 m 11.1 / 74.7 m m open dry 5.3 / 79.0 m m open dry 7.6 / 77.0 m m open 3.4 m 3.4 / 74.9 m It should be noted that the ground water level may fluctuate seasonally depending on the amount of precipitation, surface runoff and lake water level. Page No. 7

11 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No DISCUION AND RECOMMENDATIONS The following discussion and recommendations are based on the factual data obtained from this investigation and are intended for the use of the owner and the design engineer. Contractors bidding or providing services on this project should review the factual data and determine their own conclusions regarding construction methods and scheduling. This report is provided on the basis of these terms of reference and on the assumption that the design features relevant to the geotechnical analyses will be in accordance with applicable codes, standards and guidelines of practice. If there are any changes to the site development features, or there is any additional information relevant to the interpretations made of the subsurface information with respect to the geotechnical analyses or other recommendations, then should be retained to review the implications of these changes with respect to the contents of this report. 5.1 Slope Inspection and Mapping A visual inspection of the slope area was conducted on November 13, General information pertaining to the existing slope features such as slope profile, slope drainage, watercourse features, vegetation cover, structures in the vicinity of the slope, erosion features and slope slide features, was obtained during this inspection. A brief summary of the results of the visual inspection is presented below. Photographs taken during the inspection are appended. The general location of the site features and photographs are shown on the Borehole Location and Site Features Plan (Figure 2). Topographic data of the site (prepared by J. H. Gelbloom Surveying Limited, OLS, Project No , received on February 4, 2014) was provided by the client and is enclosed (Figure 2). A total of six (6) cross sections (Sections A-A to F-F ), were inferred from the topographic information provided and our field observations to prepare slope models for the long-term slope stability analysis. The cross-sections were selected on the basis of the slope height and inclination to represent the critical slope conditions present within the study area. The sections included a portion of the tableland extending across the slope down to the shoreline of Lake Ontario. The location of the selected slope cross-sections are presented on Figure 2, and the details of the slope profiles are presented on Figures 3A to 3C. The slope inclination within the study area varies from about 1.5 to 2.0 horizontal to 1.0 vertical with localized steeper or flatter areas. The slope height varies from about 4 to 9 m within the study area. The slope was noted to be generally vegetated with grass, weeds, shrubs and numerous young and mature trees except for the easterly portion of the slope (Borehole 1) where the slope vegetation predominantly consisted grass, weed and bushes. Although a few bent, leaning and fallen trees were noted, the tree trunk growth of the majority of the trees was generally straight and upright. Exposed root mass and trunk base creep was also Page No. 8

12 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No noted at a few locations. There were no obvious signs of any recent slope instability such as tension cracks, slump or scarp zones. Further, there was no evidence of surface or rill erosion, as the slope generally included a vegetation cover with a few patchy bare areas. There is an existing network of pathways traversing along both Waterworks and Tannery Parks. The pathway within Waterworks Park runs in a east-west direction within the lower terrace of the shoreline, and primarily on the tableland within Tannery Park. These two sections of the pathways are connected by a wooden stairway situated on the slope near the west-end of Tannery Park, providing the access form the upper pathway at Tannery Park to the lower pathway at Waterworks Park. Another walkway starting from Walker Street, runs in a roughly north-south direction approximately through the middle of Tannery Park and extends across the slope down to the parking lot situated at the southeast portion of the site. The tableland between the Waterworks and Tannery Parks also includes private properties consisting of townhouses fronting on Walker Street. Base on the information provided by the client, the shoreline is divided into four Reaches (Reaches 1 to 4) within the study area. Reach 1 is identified from the west-end of the site to close to Wilson Street (Waterworks Park), the shoreline portion roughly between Wilson Street and Chisholm Street is identified as Reach 2 (Walker Street Promenade), the shoreline across from Chisholm Street to close to the west-end of the parking lot area is identified as Reach 3 (Tannery Park West), while the shoreline from the west-end of the parking lot to the east-end of the site (west shore of Oakville Harbour) is identified as Reach 4 (Tannery Park East). The shoreline at Reach 1 (Waterworks Park) consists of dumped rubble (rocks and concrete pieces), while at Reach 2 (Walker Street Promenade) and west half of Reach 3 (Tannery Park West) it consists of armourstone revetment, while the east half of Reach 3 (Tannery Park West) and Reach 4 (Tannery Park East) the shoreline erosion protection measure primarily consists of rubble. In general, there were no obvious signs of recent slope instability (bulges, tension cracks etc.), slope slide or erosion features (rills, gullies etc.) within the study area. Although the slope at locations appeared to be relatively steep but, in general, the slope overall appeared to be stable. 5.2 Slope Stability Analysis A detailed engineering analysis of slope stability was carried out for the selected slope cross-sections utilizing computer software SLIDE (version 6.0), developed by Rocscience Inc. The slope stability analyses were based on an effective stress limit equilibrium analysis for long-term slope stability using Morgenstern- Price, Spencer, Bishop and Janbu methods. These methods of analysis allow the calculation of Factors of Safety for hypothetical or assumed failure surfaces through the slope. The analysis method is used to assess Page No. 9

13 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No potential for movements of large masses of soil over a specific failure surface which is often curved or circular. For a specific failure surface, the Factor of Safety is defined as the ratio of the available soil strength resisting movement, divided by the gravitational forces tending to cause movement. The Factor of Safety of 1.0 represents a "limiting equilibrium" condition where the slope is at a point of pending failure since the soil resistance is equal to the forces tending to cause movement. The analysis involves dividing the sliding mass into many thin slices and calculating the forces on each slice. The normal and shear forces acting on the sides and base of each slice are calculated. It is an iterative process that converges on a solution. It is usual to require a Factor of Safety greater than one (1) to ensure stability of the slope. The typical Factor of Safety used for engineering design of slopes for stability ranges from about 1.3 to 1.5 for developments situated close to the slope crest. The analysis was carried out by preparing a model of the slope geometry and subsurface conditions and analyzing numerous different failure surfaces through the slope in search of the minimum or critical Factor of Safety for specific conditions. The pertinent data obtained from topographic mapping, slope profiles, slope mapping, and the borehole information, were input for the slope stability analysis. Many calculations were carried out to examine the Factors of Safety for varying depths for potential failure surfaces. A graphical presentation of the results of the analysis is provided in the appendix section, and presents critical slip surfaces and corresponding minimum factors of safety for potential slope slides. Based on the borehole information and our experience, the following average soil properties were utilized for the soil strata in the slope stability analysis: Stratum Unit Weight Angle of (kn/m 3 ) internal friction Cohesion (kpa) Fill - Clayey Fill - Sandy Silt, trace to some clay Sand Clayey Silt/Silt and Clay Till The above soil strength parameters are based on effective stress analysis for long-term slope stability. It is noted that the above soil parameters are conservative and actual site soils are stronger. Page No. 10

14 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No Unstabilized water levels were measured to be at depths of about 11.3 and 3.2 m below grade in Boreholes 1 and 4, while Boreholes 2 and 3 remained dry upon completion of drilling. The ground water levels measured in the piezometers on January 6, 2013, were noted to be at about 3.4 m (Elev m) in Borehole 4 and to about 11.1m below grade (Elev m) in Borehole 1. The measured ground water level observations were incorporated into the respective slope model for slope stability analysis. The analysis was conducted for existing slope conditions for Sections C-C, E-E and F-F for normal ground water level (long-term). Conservatively, slope stability analysis was also conducted for the same sections for elevated ground water level condition with assumed water level located to be within about 1 m of the ground surface to model short-term, temporary and infrequent condition. The slope stability analysis results are presented in the appendix, and are summarized below: Section Average Slope Inclination Type of Slope Slide Minimum Factor of Safety for Potential Slope Slides Normal Ground Water Elevated Ground Water Section C-C 1.5 H : 1 V Overall Slope Slide Section E-E 1.5 H : 1 V Overall Slope Slide Section F-F 2.0 H : 1 V Overall Slope Slide The computed minimum factors of safety for the analyzed sections ranged between 1.31 to 1.40 for normal, and between 1.21 to 1.27 for elevated (short-term, temporary and infrequent) ground water conditions. The proposed land use pertaining to the current study consists of trail construction and shoreline improvement works which can be categorized as a Light land use, as per the following MNR Policy Guidelines which allow a minimum Factor of Safety range of 1.2 to 1.3 for slope stability, as follows: Page No. 11

15 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No TYPE A B LAND-USES PAIVE: no buildings near slope; farm field, bush, forest, timberland, woods, wasteland, badlands, tundra LIGHT: no habitable structures near slope; recreational parks, golf courses, buried small utilities, tile beds, barns, garages, swimming pools, sheds, satellite dishes, dog houses DESIGN MINIMUM FACTOR OF SAFETY to 1.3 C ACTIVE: habitable or occupied structures near slopes; residential, commercial, and industrial buildings, retaining walls, storage/warehousing of non-hazardous substances 1.3 to 1.5 D INFRASTRUCTURE and PUBLIC USE: public use structures and buildings (i.e. hospitals, schools, stadiums), cemeteries, bridges, high voltage power transmission lines, towers, storage/warehousing of hazardous materials, waste management areas 1.4 to 1.5 The computed minimum factors of safety for the analyzed sections range between 1.31 to 1.40 for normal ground water condition. Therefore, the minimum factors of safety obtained from the slope stability analysis, for the sections analyzed, are considered adequate and acceptable in consideration of the MNR Guidelines for Light land use. In addition, the slope was also analyzed with an assumed (hypothetical) elevated ground water level condition (water level assumed to be within about 1 m below ground surface), significantly higher than the stabilized ground water level measured in the piezometers. Although the formation of this excessive high pore water pressure (elevated water level) within the soils comprising the slope is unlikely, nevertheless, the effect of this assumed elevated water level on the slope stability was analyzed to simulate short-term, temporary and infrequent ground water level condition. The results of this analysis resulted in the minimum factors of safety varying from 1.21 to 1.27 for the sections analyzed. For a short-term and temporary condition, resulting from a potentially significantly high ground water, a minimum factor of safety of 1.2 is recommended for Light land use. The computed factors of safety for sections analyzed meet and exceed the recommended factor of safety of 1.2 for the short-term, temporary and elevated groundwater level condition, and are considered adequate. Therefore, based on the slope stability analysis results, the site slope is considered to be stable for both long-term and temporary/elevated ground water level conditions for the intended Light land use. We understand that the proposed shoreline improvement works would include construction of a section of waterfront trail within Tannery Park, between the slope toe and the shoreline protection works, extending from east-end of the site (west shore of Oakville Harbour) to the west-end of Tannery Park. The design details of the proposed trail were not available at the time of preparing this report. We understand that the Page No. 12

16 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No proposed water front trail, especially within Reach 3 (Tannery Park West), would be situated close to the slope due to space constraint between the shoreline protection works and the slope toe. It is recommended that the proposed waterfront trail should be setback a minimum of 3 m from the slope crest and toe (as applicable) for the safety of the trail users, to help protect against potential surficial soil slumping, and/or potential tree/debris falls. 5.3 Erosion Risks We understand that a coastal engineering assessment will be carried out as part of the detailed design of the proposed works. Proper shoreline erosion protection measures will be incorporated and maintained in the long-term along the waterline within the study area to prevent/minimize the shoreline erosion affecting the subject slope toe. Based on the above, it is our understanding that the slope toe will not be subjected to wave erosion and therefore a toe erosion setback may not be applicable. 5.4 Overlook Feature Foundation As noted before, the proposed water front trail works would also include construction of an overlook feature which would be located west of Tannery Park below the existing wooden staircase. Borehole 4 was advanced within the general area of the proposed overlook feature. This borehole encountered a surficial layer of topsoil underlain by earth fill materials extending to a depth of about 4.0 m below the existing grade. The composition of the earth materials varied with depth from clayey silt with some sand to sandy silt/sand. The earth fill materials were inturn underlain by undisturbed native soil deposit comprising sand with some silt, extending to the full depth of investigation (about 4.5 m below the existing grade) where the borehole was terminated due to the auger refusal likely on probable/inferred bedrock. The overlook feature can be supported on augered cast-in-situ concrete piles/caissons bearing onto the underlying inferred bedrock. A net geotechnical reaction of 600 kpa at Serviceability Limit States (SLS) and factored geotechnical resistance of 900 kpa at Ultimate Limit States (ULS) are recommended for the design of augered cast-in-situ concrete piles supported on the underlying bedrock. It must be noted that the bedrock depth at this location was not confirmed as the confirmation of the bedrock by rock coring was beyond the scope of our works, and therefore, the depth of bedrock may vary from the estimated depth noted in the borehole. It is recommended that all augered cast-in-situ concrete pile bases must be evaluated by a qualified geotechnical engineer to ensure that they are founded on bedrock and the pile base subgrade conditions are consistent with the design bearing pressure intended by the geotechnical engineer. Page No. 13

17 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No The cast-in-situ concrete piles are end bearing units and must be cleaned prior to concrete placement. Excavation and installation of the caissons must conform to all applicable sections of the Occupational Health and Safety Act. It must be ensured that all the foundations are provided with a minimum of 1.2 m of soil cover for frost protection. Consideration may also be given to support the proposed overlook feature structure on helical pier foundation system (see enclosed information). Helical screw anchors can be drilled to sufficient depth in order to obtain adequate resistance for required support. Screw anchors require little to no excavation and therefore, it is generally a suitable foundation option where incompetent soils of significant thickness are present over the deeper competent soils/bedrock, and the ground water levels are relatively high as well as excavation is required through wet cohesionless soils for foundation construction. Helical screw anchors can be installed with minimum ground disturbance. There are specific companies which specialize in the helical screw anchor design and installation, and can provide further information on the methodology, detailed design, installation and certification. The following average soil strength parameters may be used for the site soils: Soil unit weight ( ) 3 (kn/m ) bulk Angle of Internal Friction ( ) (degree) Cohesion (c) (kpa) Fill - Clayey Silt Fill - Silty Sand/Sand Sand Silt Clayey Silt/Silt and Clay SUMMARY The borehole data indicates that the site slope consists of earth fill materials underlain by competent native soil deposit. Based on the results of the slope stability analysis, the site slope is considered to be stable for the proposed Light land use. It is recommended that the proposed trail should be setback a minimum of 3 m from the slope crest and toe (as applicable) for the safety of the trail users, to help protect against potential surficial soil slumping and/or potential tree/debris falls. Page No. 14

18 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No The following general constraints on the redevelopment are recommended: a) site development and construction activities should be conducted in a manner which do not result in surface erosion of the slope. In particular, site grading and drainage should be designed to prevent direct concentrated or channelized surface runoff from flowing directly over the slope. Water drainage from road drainage/trail, and the like should not be permitted to flow over the slope, but a minor sheet flow may be acceptable, b) a healthy vegetative cover should be maintained on the slope. In order to promote vegetative growth on the slope face, waste must not be discarded over the slope, c) the configuration of the slope should not be altered without prior consultation with a geotechnical engineer and approval from the concerned authorities. In particular, the slope should not be steepened, d) a temporary silt fence should be erected and maintained around the work area during construction, and e) all approvals and permits must be secured from concerned agencies prior to the site construction. It is recommended that the final site grading plan be reviewed by to ensure that they are consistent with the above recommendations. 7. LIMITATIONS AND USE OF REPORT It must be recognized that there are special risks whenever engineering or related disciplines are applied to identify subsurface conditions. A comprehensive sampling and testing programme implemented in accordance with the most stringent level of care may fail to detect certain conditions. has assumed for the purposes of providing advice, that the conditions that exist between sampling points are similar to those found at the sample locations. The conditions that has interpreted to exist between sampling points can differ from those that actually exist. It must also be recognized that the passage of time, natural occurrences, and direct or indirect human intervention at or near the site have the potential to alter subsurface conditions. The discussion and recommendations are based on the factual data obtained from the investigation and are intended for use by the owner and its retained designers in the design phase of the project. Since the project Page No. 15

19 Shoreplan Engineering Limited May 20, 2014 Tannery and Waterworks Parks, Oakville File No is still in the design stage, all aspects of the project relative to the subsurface conditions cannot be anticipated. should review the design drawings and specifications prior to the construction. If there are changes to the project scope and development features; the interpretations made of the subsurface information, the geotechnical design parameters and comments relating to contractibility issues and quality control may not be relevant to the revised project. should be retained to review the implications of changes with respect to the contents of this report. The investigation at this site was conceived and executed to provide information for project design and slope stability analysis. It may not be possible to drill a sufficient number of boreholes or samples and report them in a way that would provide all the subsurface information that could have an effect on construction costs, techniques, equipment, and scheduling. Contractors bidding on or undertaking work on this project should therefore, in this light, be directed to decide on their own investigations, as well as their own interpretations of the factual investigation results. They should be cognizant of the risks implicit in subsurface investigation activities so that they may draw their own conclusions as to how the subsurface conditions may affect them. This report was prepared for the express use of Shoreplan Engineering Limited and its retained design consultants. It is not for use by others. This report is copyright of Inc. and no part of this report may be reproduced by any means, in any form, without the prior written permission of Inc. and Shoreplan Engineering Limited who are the authorized users. It is recognized that the regulatory agencies in their capacities as the planning and building authorities under Provincial statues, will make use of, and rely upon this report, cognizant of the limitations thereof, both expressed and implied. Page No. 16

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21 APPENDIX TERRAPROBE INC.

22 ABBREVIATIONS AND TERMINOLOGY SAMPLING METHODS PENETRATION RESISTANCE AS CORE DP FV GS ST WS auger sample cored sample direct push field vane grab sample split spoon shelby tube wash sample Standard Penetration Test (SPT) resistance ('N' values) is defined as the number of blows by a hammer weighing 63.6 kg (140 lb.) falling freely for a distance of 0.76 m (30 in.) required to advance a standard 50 mm (2 in.) diameter split spoon sampler for a distance of 0.3 m (12 in.). Dynamic Cone Test (DCT) resistance is defined as the number of blows by a hammer weighing 63.6 kg (140 lb.) falling freely for a distance of 0.76 m (30 in.) required to advance a conical steel point of 50 mm (2 in.) diameter and with 60 sides on 'A' size drill rods for a distance of 0.3 m (12 in.)." COHESIONLE SOILS COHESIVE SOILS COMPOSITION Compactness N value Consistency N value Undrained Shear Strength (kpa) Term (e.g) % by weight very loose < 4 loose 4 10 compact dense very dense > 50 very soft < 2 < 12 soft firm stiff very stiff hard > 30 > 200 trace silt < 10 some silt silty sand and silt > 35 TESTS AND SYMBOLS MH mechanical sieve and hydrometer analysis w, w c water content w L, LL liquid limit w P, PL plastic limit I P, PI plasticity index k coefficient of permeability γ soil unit weight, bulk G s specific gravity φ internal friction angle c effective cohesion undrained shear strength c u C c c v m v e Unstabilized water level 1 st water level measurement 2 nd water level measurement Most recent water level measurement Undrained shear strength from field vane (with sensitivity) compression index coefficient of consolidation coefficient of compressibility void ratio FIELD MOISTURE DESCRIPTIONS Damp refers to a soil sample that does not exhibit any observable pore water from field/hand inspection. Moist refers to a soil sample that exhibits evidence of existing pore water (e.g. sample feels cool, cohesive soil is at plastic limit) but does not have visible pore water Wet refers to a soil sample that has visible pore water

23 BOREHOLE LOGS TERRAPROBE INC.

24 Client : Project : Location : Depth Scale (m) 0 Elev Depth (m) Shoreplan Engineering Ltd. Tannery and Waterworks Parks Oakville, Ontario Position : E: , N: (UTM 17T) Rig type : MINI MOLE SOIL PROFILE Description 85.8 GROUND SURFACE 100mm TOPSOIL FILL, clayey silt, some sand to sandy, trace gravel, (sporadic organic staining), firm to very stiff, reddish brown, moist Graphic Log Number 1 SAMPLES Type Elevation Datum Drilling Method SPT 'N' Value 8 Elevation Scale (m) : Geodetic : Solid stem augers Penetration Test Values (Blows / 0.3m) Dynamic Cone Undrained Shear Strength (kpa) Unconfined Pocket Penetrometer Field Vane Lab Vane LOG OF BOREHOLE 1 Plastic Limit Moisture / Plasticity PL Project No.: Date started : Sheet No. : Natural Water Content MC LL Liquid Limit Headspace Vapour December 3, of 2 Instrument Details Unstabilized Water Level Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL spoon wet library: library - terraprobe gint.glb report: terraprobe soil log file: bh logs.gpj FILL, sand and gravel, some silt, compact, reddish brown, wet FILL, sand, some silt to silty, trace clay, trace to some gravel, trace organics, compact to dense, brown to dark brown, moist...trace ash, cinders (continued next page)

25 Client : Project : Location : Depth Scale (m) Elev Depth (m) Shoreplan Engineering Ltd. Tannery and Waterworks Parks Oakville, Ontario Position : E: , N: (UTM 17T) Rig type : MINI MOLE SOIL PROFILE Description (continued) FILL, sand, some silt to silty, trace clay, trace to some gravel, trace organics, compact to dense, brown to dark brown, moist (continued) CLAYEY SILT, some sand to sandy, trace to some gravel, shale fragments, hard, grey, damp to moist (GLACIAL TILL) END OF BOREHOLE Auger refusal on inferred bedrock Unstabilized water level measured at 11.3 m below ground surface; borehole was open upon completion of drilling. 25 mm piezometer installed. Graphic Log Number 14 15A 15B SAMPLES Type Elevation Datum Drilling Method SPT 'N' Value / 200mm 50 / 100mm 50 / 15mm Elevation Scale (m) : Geodetic : Solid stem augers Penetration Test Values (Blows / 0.3m) Dynamic Cone Undrained Shear Strength (kpa) Unconfined Pocket Penetrometer Field Vane Lab Vane Plastic Limit Moisture / Plasticity Natural Water Content Liquid Limit WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Jan 6, LOG OF BOREHOLE 1 PL Project No.: Date started : Sheet No. : MC LL Headspace Vapour December 3, of 2 Instrument Details Unstabilized Water Level Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL auger grinding very hard spoon wet auger grinding very hard spoon bouncing library: library - terraprobe gint.glb report: terraprobe soil log file: bh logs.gpj

26 Client : Project : Location : Depth Scale (m) 0 Elev Depth (m) Shoreplan Engineering Ltd. Tannery and Waterworks Parks Oakville, Ontario Position : E: , N: (UTM 17T) Rig type : MINI MOLE SOIL PROFILE Description 84.3 GROUND SURFACE 75mm TOPSOIL FILL, clayey silt, some sand to sandy, trace gravel, (sporadic organic staining), stiff, brown, moist Graphic Log Number 1 SAMPLES Type Elevation Datum Drilling Method SPT 'N' Value 11 Elevation Scale (m) 84 : Geodetic : Solid stem augers Penetration Test Values (Blows / 0.3m) Dynamic Cone Undrained Shear Strength (kpa) Unconfined Pocket Penetrometer Field Vane Lab Vane LOG OF BOREHOLE 2 Plastic Limit Moisture / Plasticity PL Project No.: Date started : Sheet No. : Natural Water Content MC LL Liquid Limit Headspace Vapour December 3, of 1 Instrument Details Unstabilized Water Level Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL possible stone fragments 3 50 / 75mm auger grinding FILL, silty sand, with clay lumps, compact, brown, moist SILT, trace to some clay, trace to some sand, trace gravel, compact to very dense, brown, moist library: library - terraprobe gint.glb report: terraprobe soil log file: bh logs.gpj sandy...numerous shale fragments END OF BOREHOLE Auger refusal on inferred bedrock Borehole was dry and open upon completion of drilling. 25 mm piezometer installed / 15mm WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Jan 6, spoon bouncing, auger grinding, refusal

27 Client : Project : Location : Depth Scale (m) 0 Elev Depth (m) Shoreplan Engineering Ltd. Tannery and Waterworks Parks Oakville, Ontario Position : E: , N: (UTM 17T) Rig type : MINI MOLE GROUND SURFACE 150mm TOPSOIL SOIL PROFILE Description FILL, sand, some silt, loose to compact, brown, moist Graphic Log Number 1 SAMPLES Type Elevation Datum Drilling Method SPT 'N' Value 5 Elevation Scale (m) 84 : Geodetic : Solid stem augers Penetration Test Values (Blows / 0.3m) Dynamic Cone Undrained Shear Strength (kpa) Unconfined Pocket Penetrometer Field Vane Lab Vane LOG OF BOREHOLE 3 Plastic Limit Moisture / Plasticity PL Project No.: Date started : Sheet No. : Natural Water Content MC LL Liquid Limit Headspace Vapour December 4, of 1 Instrument Details Unstabilized Water Level Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL SAND, trace to some silt, trace gravel, compact to very dense, brown, damp to moist (14) wet spoon slightly wet SILT, some sand, some clay, compact, brown, moist 7 22 library: library - terraprobe gint.glb report: terraprobe soil log file: bh logs.gpj SILT AND CLAY, trace sand, very stiff, grey, moist (GLACIAL TILL)...numerous shale fragments END OF BOREHOLE Auger refusal on inferred bedrock Borehole was dry and open upon completion of drilling. 25 mm piezometer installed / 25mm WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Jan 6, auger slightly grinding, spoon bouncing

28 Client : Project : Location : Depth Scale (m) 0 Elev Depth (m) Shoreplan Engineering Ltd. Tannery and Waterworks Parks Oakville, Ontario Position : E: , N: (UTM 17T) Rig type : MINI MOLE SOIL PROFILE Description 78.3 GROUND SURFACE 125mm TOPSOIL FILL, clayey silt, sandy, trace gravel, stiff, brown, moist Graphic Log Number 1 SAMPLES Type Elevation Datum Drilling Method SPT 'N' Value 8 Elevation Scale (m) 78 : Geodetic : Solid stem augers Penetration Test Values (Blows / 0.3m) Dynamic Cone Undrained Shear Strength (kpa) Unconfined Pocket Penetrometer Field Vane Lab Vane LOG OF BOREHOLE 4 Plastic Limit Moisture / Plasticity PL Project No.: Date started : Sheet No. : Natural Water Content MC LL Liquid Limit Headspace Vapour December 4, of 1 Instrument Details Unstabilized Water Level Lab Data and Comments GRAIN SIZE DISTRIBUTION (%) (MIT) GR SA SI CL FILL, clayey silt, some sand to sandy, trace gravel, (sporadic organic staining), stiff, brown, moist FILL, sand, some silt to silty, trace to some clay, compact, brown, moist to wet stone fragments SAND, some silt, dense, brown, moist to wet...numerous shale fragments 6A 6B / 50mm 74 spoon wet spoon bouncing, auger refusal END OF BOREHOLE Auger refusal on inferred bedrock WATER LEVEL READINGS Date Water Depth (m) Elevation (m) Jan 6, Unstabilized water level measured at 3.2 m below ground surface; borehole was open upon completion of drilling. 25 mm piezometer installed. library: library - terraprobe gint.glb report: terraprobe soil log file: bh logs.gpj

29 SIEVE AND HYDROMETER ANALYSIS TERRAPROBE INC.

30 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 1 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION CLAYEY SILT, SANDY, TRACE GRAVEL

31 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 1 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION SAND, SOME SILT, TRACE CLAY, TRACE GRAVEL

32 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 1 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) 15B (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION CLAYEY SILT, SANDY, SOME GRAVEL

33 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 2 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION CLAYEY SILT, SANDY, TRACE GRAVEL

34 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 2 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION SILT, SOME CLAY, SOME SAND

35 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 3 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) (14) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION SAND, SOME SILT,TRACE GRAVEL

36 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 3 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION SILT AND CLAY, TRACE SAND

37 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 4 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION CLAYEY SILT, SOME SAND, TRACE GRAVEL

38 Percent Passing (%) Percent Retained (%) mm Grain Size (mm) 60µm µm MIT SYSTEM COBBLES GRAVEL SAND COARSE MEDIUM FINE COARSE MEDIUM FINE SILT CLAY MIT SYSTEM Hole ID 4 Sample Depth (m) Elev. (m) Gravel (%) Sand (%) Silt (%) Clay (%) (Fines, %) 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: GRAIN SIZE DISTRIBUTION SAND, SOME SILT, SOME CLAY

39 ATTERBERG LIMITS TEST RESULTS TERRAPROBE INC.

40 Upper Plasticity Range 60 Low High Very High Extremely High CH 50 Plasticity Index (PI, %) CL A - Line CL CL - ML ML MH or or ML OL OH Liquid Limit (LL, %) Borehole 1 Sample Depth (m) Elev. (m) LL (%) PL (%) PI (%) Description SLIGHTLY PLASTIC 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: ATTERBERG LIMITS CHART

41 Upper Plasticity Range 60 Low High Very High Extremely High CH 50 Plasticity Index (PI, %) CL A - Line CL CL - ML ML MH or or ML OL OH Liquid Limit (LL, %) Borehole 1 Sample Depth (m) Elev. (m) LL (%) PL (%) PI (%) Description 15B SLIGHTLY PLASTIC 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: ATTERBERG LIMITS CHART

42 Upper Plasticity Range 60 Low High Very High Extremely High CH 50 Plasticity Index (PI, %) CL A - Line CL CL - ML ML MH or or ML OL OH Liquid Limit (LL, %) Borehole 2 Sample Depth (m) Elev. (m) LL (%) PL (%) PI (%) Description SLIGHTLY PLASTIC 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: ATTERBERG LIMITS CHART

43 Upper Plasticity Range 60 Low High Very High Extremely High CH 50 Plasticity Index (PI, %) CL A - Line CL CL - ML ML MH or or ML OL OH Liquid Limit (LL, %) Borehole 2 Sample Depth (m) Elev. (m) LL (%) PL (%) PI (%) Description SLIGHTLY PLASTIC, SLIGHT OR LOW COMPREIBILITY 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: ATTERBERG LIMITS CHART

44 Upper Plasticity Range 60 Low High Very High Extremely High CH 50 Plasticity Index (PI, %) CL A - Line CL CL - ML ML MH or or ML OL OH Liquid Limit (LL, %) Borehole 3 Sample Depth (m) Elev. (m) LL (%) PL (%) PI (%) Description SLIGHTLY PLASTIC 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: ATTERBERG LIMITS CHART

45 Upper Plasticity Range 60 Low High Very High Extremely High CH 50 Plasticity Index (PI, %) CL A - Line CL CL - ML ML MH or or ML OL OH Liquid Limit (LL, %) Borehole 4 Sample Depth (m) Elev. (m) LL (%) PL (%) PI (%) Description SLIGHTLY PLASTIC 11 Indell Lane, Brampton Ontario L6T 3Y3 (905) Title: File No.: ATTERBERG LIMITS CHART

46 FIGURES TERRAPROBE INC.

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52 SLOPE STABILITY ANALYSIS RESULTS TERRAPROBE INC.

53 Material Name Color Unit Weight (kn/m3) Cohesion (kpa) Phi (deg) Fill Clayey Silt Fill Silty Sand/Sand Silt Sand Silt and Clay Till Bedrock 24 Factor of Safety Contours Centres of Radii Safety Factor Fill - Silty Sand/Sand 1.5H : 1V 1.33 Sand Critical Slip Surface 80 Armour Stone Silt Silt and Clay Till Fill - Clayey Silt Lake Ontario Bedrock Sand Project Tannery and Water Works Parks Analysis Description Section C-C - Normal Ground Water Level - Existing Slope Drawn By Navid Hatami Scale 1:250 Method Spencer SLIDEINTERPRET Date 5/14/2014 File No File Name Sec C-C - NGWL - ES.slim

54 Material Name Color Unit Weight (kn/m3) Cohesion (kpa) Phi (deg) Fill Clayey Silt Fill Silty Sand/Sand Silt Sand Silt and Clay Till Safety Factor Bedrock Centres of Radii Factor of Safety Contours Fill - Silty Sand/Sand 1.5H : 1V Sand 80 Armour Stone Silt Silt and Clay Till Critical Slip Surface Fill - Clayey Silt RFE +/ m Bedrock Sand Project Tannery and Water Works Parks Analysis Description Section C-C - High Ground Water Level - Existing Slope Drawn By Navid Hatami Scale 1:250 Method Spencer SLIDEINTERPRET Date 5/14/2014 File No File Name Sec C-C - HGWL - ES.slim

55 100 Material Name Color Unit Weight (kn/m3) Cohesion (kpa) Phi (deg) Fill Clayey Silt Fill Silty Sand/Sand Silt Centres of Radii 1.31 Safety Factor Bedrock 24 Factor of Safety Contours Fill - Clayey Silt Critical Slip Surface 1.5H : 1V 80 Fill - Silty Sand/Sand Silt Stone Beach 75 Lake Ontario Bedrock Project Tannery and Water Works Parks Analysis Description Section E-E - Normal Ground Water Level - Existing Slope Drawn By Navid Hatami Scale 1:200 Method Spencer SLIDEINTERPRET Date 5/13/2014 File No File Name Sec E-E - NGWL - ES.slim

56 100 Material Name Color Unit Weight (kn/m3) Cohesion (kpa) Phi (deg) Fill Clayey Silt Fill Silty Sand/Sand Silt Centres of Radii Safety Factor Bedrock 24 Factor of Safety Contours Fill - Clayey Silt 1.5H : 1V 80 Fill - Silty Sand/Sand Silt Critical Slip Surface Stone Beach RFE +/ m 75 Bedrock Project Tannery and Water Works Parks Analysis Description Section E-E - High Ground Water Level - Existing Slope Drawn By Navid Hatami Scale 1:200 Method Spencer SLIDEINTERPRET Date 5/20/2014 File No File Name Sec E-E - HGWL - ES.slim

57 110 Material Name Color Unit Weight (kn/m3) Cohesion (kpa) Phi (deg) Safety Factor Fill Clayey Silt Fill Silty Sand/Sand Clayey Silt Till Bedrock Centres of Radii Factor of Safety Contours Fill - Clayey Silt 2H : 1V 80 Fill - Silty Sand/Sand Clayey Silt Till Critical Slip Surface Stone Beach Lake Ontario Bedrock Project Tannery and Water Works Parks Analysis Description Section F-F - Normal Ground Water Level - Existing Slope Drawn By Navid Hatami Scale 1:250 Method Spencer SLIDEINTERPRET Date 5/14/2014 File No File Name Sec F-F - NGWL - ES.slim

58 110 Material Name Color Unit Weight (kn/m3) Cohesion (kpa) Phi (deg) Safety Factor Fill Clayey Silt Fill Silty Sand/Sand Clayey Silt Till Bedrock Centres of Radii Factor of Safety Contours Fill - Clayey Silt 2H : 1V 80 Fill - Silty Sand/Sand Clayey Silt Till Critical Slip Surface Stone Beach Lake Ontario Bedrock Project Tannery and Water Works Parks Analysis Description Section F-F - High Ground Water Level - Existing Slope Drawn By Navid Hatami Scale 1:250 Method Spencer SLIDEINTERPRET Date 5/20/2014 File No File Name Sec F-F - HGWL - ES.slim

59 PHOTOGRAPHS TERRAPROBE INC.

60 Tannery and Water Works Parks, Oakville File No Photograph 1 Looking west along the slope crest. Slope surface is covered with tall grass and weed at the easterly portion. Photograph 2 Looking west towards the vegetated slope face.

61 Tannery and Water Works Parks, Oakville File No Photograph 3 Looking west along the slope toe. The trail is located at the slope toe. Photograph 4 Looking west along the shoreline. Shoreline is lined with concrete blocks/stones.

62 Tannery and Water Works Parks, Oakville File No Photograph 5 Another view of the shoreline protection consisting of concrete blocks/stones. Photograph 6 Looking north towards the slope. Slope is covered with young trees, shrubs, bushes, weeds and grass.

63 Tannery and Water Works Parks, Oakville File No Photograph 7 Looking west along the shoreline. Shoreline consists of armour stone blocks. Photograph 8 Looking west along the leaf littered slope surface. Vegetation cover on the slope includes young and mature trees, weed, bushes and shrubs.

64 Tannery and Water Works Parks, Oakville File No Photograph 9 Looking west, another view of the vegetated slope. Photograph 10 A few leaning and fallen trees are visible on the slope, however, the majority of tree trunk growth is straight and upright.

65 Tannery and Water Works Parks, Oakville File No Photograph 11 Looking west along the slope crest. A wooden staircase is providing acces to the lower near-shore area. The slope vegetation includes mature trees. Photograph 12 Looking west, another view of the slope crest close to the houses. Tree root-mass and creep are visible.

66 Tannery and Water Works Parks, Oakville File No Photograph 13 Looking west along the slope crest along the private properties (house backyards). Photograph 14 Looking east towards the slope face. A few leaning trees are visible on the slope.

67 Tannery and Water Works Parks, Oakville File No Photograph 15 Looking northeast towards the slope. A wooden staircase structure is providing access to lower near-shore area. Photograph 16 Another view of the vegetated slope.

68 Tannery and Water Works Parks, Oakville File No Photograph 17 A sewer outfall is visible on the slope. Photograph 18 Looking east along the shoreline. Remenant of armour stone revetment is visible along the shoreline.

69 Tannery and Water Works Parks, Oakville File No Photograph 19 Looking west along the shoreline in Reach 2. Armour stone revetment is visible in the foreground. Photograph 20 Looking north towards the slope behind the houses.

70 Tannery and Water Works Parks, Oakville File No Photograph 21 Another view of the slope with armour stone retaining wall near the trail/path. Photograph 22 Looking east along the shoreline. Armour stone revetment followed by a narrow sandy gravely beach is visible.

71 Tannery and Water Works Parks, Oakville File No Photograph 23 Looking west along the shoreline. Concrete pieces, big stones and logs are visible along the shoreline. Photograph 24 Looking east along the shoreline. Concrete pieces, big stones and logs are visible along the shoreline.

72 Tannery and Water Works Parks, Oakville File No Photograph 25 Looking northeast, an outfall is located close to the shoreline. Photograph 26 Looking east along the shoreline containing concrete and stone blocks.

73 INFORMATION ON HELICAL-PIER TM FOUNDATION SYSTEM TERRAPROBE INC.

74