report - london, ontario...6.0 discussion ... geotechnical data together with preliminary...

November 2016

MUNICIPAL CLASS ENVIRONMENTAL ASSESSMENT

Preliminary Geotechnical Assessment Bostwick Road

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Report Number: 1547742-1000-R01

Distribution: 3 Copies - Parsons 1 Copy - Golder Associates Ltd.

Submitted to: Mr. Henry Huotari, P.Eng., Senior Project Manager, Principal Parsons 1069 Wellington Road South, Suite 214 London, Ontario N6E 2H6

PRELIMINARY GEOTECHNICAL ASSESSMENT BOSTWICK ROAD

Table of Contents

1.0 TERMS OF REFERENCE ................................................................................................................................................. 1

2.0 METHODOLOGY .............................................................................................................................................................. 1

3.0 DESCRIPTION OF THE SITE AND PROPOSED PROJECT ........................................................................................... 2

4.0 SITE GEOLOGY ............................................................................................................................................................... 2

5.0 SUBSURFACE CONDITIONS .......................................................................................................................................... 3

6.0 DISCUSSION .................................................................................................................................................................... 4

6.1 Road Realignment and Extension ....................................................................................................................... 4

6.2 Thornicroft Drain Crossing ................................................................................................................................... 4

6.2.1 Corrugated Steel Pipe (C.S.P.) Culvert Option .............................................................................................. 4

6.2.2 Concrete Box Culvert Option ......................................................................................................................... 5

6.2.3 Backfill ............................................................................................................................................................ 5

6.2.4 Frost and Scour Protection ............................................................................................................................ 5

6.2.5 Other Construction Considerations ................................................................................................................ 5

6.3 Preliminary Pavement Design.............................................................................................................................. 6

7.0 ADDITIONAL GEOTECHNICAL INPUT ........................................................................................................................... 7

Important Information and Limitations on this Report

FIGURES

Figure 1: Location Plan

APPENDICES APPENDIX A Records of Previous Boreholes and Test Pits (Golder Project Nos. 1414275, 1402947-1000, 05-1130-189-3, 971-3001, 971-3206 and 851-3254)

APPENDIX B Select Site Photographs

November 2016 Report No. 1547742-1000-R01 i


1.0 TERMS OF REFERENCE This report was prepared as part of a submission for the Municipal Class Environmental Assessment (EA) for the proposed Bostwick Road realignment and Bradley Avenue extension. An overview of the existing geotechnical conditions in the area of the site is provided in this report based on a site reconnaissance and existing geotechnical data together with preliminary geotechnical engineering recommendations for the conceptual design of the proposed project. The site location is shown on the Key Plan, Figure 1. Authorization for Golder Associates Ltd. (Golder) to proceed with the project in accordance with our proposal dated January 6, 2016 was provided by Parsons on April 4, 2016.

Important information on the limitations of this report is attached.

2.0 METHODOLOGY To define the existing subsurface conditions along the subject sections of Bostwick Road and the Bradley Avenue extension, existing geotechnical information for the area of the site readily available from our files was compiled and reviewed. The information consisted of topographical mapping, soils and bedrock mapping, geological data and site-specific geotechnical data from previous site investigations carried out on or adjacent to the site. The previous site investigations are identified as follows:

Golder Report No. 851-3254 titled “Preliminary Geotechnical Investigation, Westminster Farms Subdivision, Township of Westminster, County of Middlesex, Ontario”, dated October 1985;

Golder Report No. 971-3001 titled “Geotechnical Investigation, Proposed Southwest Trunk Feeder Watermain, Phase 2, London, Ontario”, dated February 1997;

Golder Report No. 971-3206 titled “Preliminary Hydrogeological and Geotechnical Studies, Talbot Community Planning Area, London, Ontario”, dated September 1998;

Golder Report No. 05-1130-189-3 titled “Geotechnical Investigation, Proposed Sanitary Sewage Forcemain, Wonderland Road/Wharncliffe Road, Wonderland Pumping Station, Contract 3, Project ES 5249, London, Ontario”, dated January 22, 2008;

Golder Report No. 1402947-1000-R01 titled “Geotechnical Investigation, Southwest Area Trunk Sanitary Sewer, Wonderland Road South and Hamlyn Street, London, Ontario”, dated November 2014; and

Golder Report No. 1414275 titled “Geotechnical Investigation, 2014 Arterial Roads, City of London, Ontario”, dated March 11, 2015.

The relevant Record of Borehole and Test Pit sheets from the previous investigations are provided in Appendix A and their approximate locations are shown on the Location Plan, Figure 1.

A field reconnaissance was carried out by a member of our geotechnical staff on July 28, 2016 to provide a geotechnical overview of the general site conditions in conjunction with the preparation of this report and to carry out a pavement condition survey within the subject sections of Bostwick Road, Pack Road and Bradley Avenue. Select site photographs are provided in Appendix B. The locations, directions and identification of the photographs are shown on the Location Plan, Figure 1.

November 2016 Report No. 1547742-1000-R01 1


3.0 DESCRIPTION OF THE SITE AND PROPOSED PROJECT The study area extends along Bostwick Road from the future Bradley Avenue extension (Pack Road) to just west of Wonderland Road, along Pack Road to the west and along the future Bradley Avenue extension to the east. The current intersection of Pack Road and Bostwick Road is a T-intersection. West of Wharncliffe Road South, Bostwick Road crosses Thornicroft Drain and veers sharply to the northwest and then to the north. Thornicroft Drain extends northwards and through the Bradley Avenue extension towards Southdale Road West. Bostwick Road is designated as an arterial roadway and is largely oriented north-south. The subject section of Bostwick Road has pavement surface elevations ranging from about 263 to 275 metres from south to north. Pack Road is considered to be an arterial roadway and is oriented east-west. The Pack Road pavement surface is near about elevation 275 metres within the study area. The existing ground surface east of the Pack Road intersection towards existing Bradley Avenue is at about elevation 275 metres near Bostwick Road, declines to about 269 metres at Thornicroft Drain and rises to about 275 metres near existing Bradley Avenue near Wonderland Road. Land use in the vicinity of the site is mostly agricultural. A church and a residential property are located on the west side of Bostwick Road and commercial/industrial properties are located near Wharncliffe Road South. Commercial properties are also located near Wonderland Road South. At the time of our site reconnaissance, there was construction for a development west of the curve on Bostwick Road, as shown in the background of Photograph 1 in Appendix B.

The pavement on Bostwick Road was recently resurfaced and is in good condition. The pavement on Pack Road is in fair to poor condition with evidence of recently sealed cracks and patched potholes, as shown on Photograph 9. The pavement on the subject section of Bradley Avenue is in poor condition at the west end, as shown in Photograph 11, and in fair condition closer to Wonderland Road South.

4.0 SITE GEOLOGY The site area is located in the physiographic region of southwestern Ontario known as the Mount Elgin Ridges, a succession of ridges and vales where the lowlands are generally covered by alluvium consisting of gravel, sand and silt and the crests of the ridges are typically covered by moraine tills composed of clay or silty clay, as indicated in “The Physiography of Southern Ontario”, by Chapman and Putnam (1984). Based on the Ontario Division of Mines Preliminary Map P. 238 titled “Pleistocene Geology, St. Thomas Area (West Half), Southern Ontario”, the surficial soils in the area of the site consist of Port Stanley Till consisting of silty clay and clayey silt.

The site is reportedly underlain by middle Devonian-age limestone of the Dundee Formation of the Hamilton Group. The upper member consists of microcrystalline limestone and the lower member consists of crinoidal limestone containing quartz sand grains and chert. Based on the Ontario Department of Mines Preliminary Map. P.482 titled “Bedrock Topography Series, St. Thomas Sheet, Southern Ontario”, the bedrock surface is at about elevation 201 metres at the site or some 62 to 74 metres below the ground surface.




5.0 SUBSURFACE CONDITIONS Based on our review of available geotechnical and geological data, the soil conditions at the site are generally consistent with the geological mapping described above. The locations of existing borehole data are illustrated on the Location Plan, Figure 1. Borehole data used for this report was obtained from geotechnical investigations completed between 1985 and 2015 and, therefore, conditions since the time of the investigation may have changed due to roadway reconstruction or other development that has occurred since the boreholes were drilled.

Boreholes 1001 to 1021 (1414275), drilled along Bostwick Road encountered asphaltic concrete pavement (asphalt) at the pavement surface ranging in thickness from 70 to 180 millimetres. Boreholes 1 and 2 (971-3001) encountered tar and chip pavement at the ground surface ranging between 20 and 60 millimetres thick. Materials described as granular base (crushed sand and gravel) were encountered beneath the asphalt in boreholes 1001 to 1009 and 1012 to 1021 (1414275) and ranged in thickness from 70 to 550 millimetres. Materials described as granular subbase (generally consisting of sand and gravel) were encountered beneath the fill in boreholes 1010 and 1011 (1414275) and beneath the granular base in the remaining 1414275 boreholes. Fill materials, ranging in gradation from clayey silt to sand and gravel, were encountered in boreholes 1002 and 1008 (1414275) beneath the granular subbase, boreholes 1010 and 1011 (1414275) beneath the asphalt, BH-111 (1402947) and borehole 10 (05-1130-189) beneath the topsoil and borehole 2 (971-3001) beneath the granular base. The fill ranged in thickness from about 0.1 to 1.4 metres and the sand and gravel fill had a compact relative density in boreholes BH-111 (1402947) and borehole 2 (971-3001). Topsoil was encountered in boreholes and/or test pits 1004 and 1011 (1414275) beneath the granular subbase, BH-111 (1402947), borehole 10 (05-1130-189), test pit 2 (971-3206) and test pit 9 (851-3254) at the ground surface and borehole 1 (971-3001) beneath the granular base. The topsoil ranged in thickness from 120 to 650 millimetres at the borehole and test pit locations.

Beneath the pavement structure, fill or topsoil, stiff to hard clayey silt and clayey silt to silty clay glacial till was generally encountered, with occasional layers of sand, sand and gravel, silt and sandy silt. Boreholes 1001 to 1021 (1414275) were terminated in the clayey silt after exploring it for between 0.3 and 1.0 metres. Clayey silt was also encountered in borehole 10 (05-1130-189) beneath the fill and beneath the clayey silt till and was 1.5 and 0.3 metres thick. BH-111 (1402947) and 10 (05-1130-189) encountered glacial till 6.7 and 6.1 metres thick, respectively. Boreholes 1 and 2 (971-3001) and test pits 2 (971-3206) and 9 (851-3254) were terminated in the glacial till materials after exploring it for 1.5 to 3.3 metres.

Groundwater levels were encountered in BH-111 (1402947) at a depth of 9.1 metres, 10 (05-1130-189) at a depth of 8.5 metres and 2 (971-3001) at a depth of 2.9 metres, corresponding to elevations of 253.2, 253.8 and 272.0 metres, respectively. Groundwater seepage into test pit 2 (971-3206) was encountered at about 3.1 metres below the ground surface, or an elevation of about 271.9 metres. The groundwater level was subsequently measured in the standpipe piezometer in borehole 2 (971-3001) at a depth of 1.5 metres, or elevation 273.4 metres, on February 5, 1997. Groundwater levels were also measured in the standpipe piezometer installed in borehole 10 (05-1130-189) between January 2007 and August 2007 and ranged from about 0.3 metres below the ground surface to about 0.2 metres above the ground surface. The groundwater level measured above the ground surface indicates slight pressurization of the sand layer encountered in borehole 10 (05-1130-189).


6.0 DISCUSSION This section of the report provides our interpretation of the available geotechnical data and it is intended for the guidance of the design engineer during conceptual design within the context of the overall Environmental Assessment. Where comments are made on construction, they are provided only to highlight those aspects which could affect the design of the project.

6.1 Road Realignment and Extension In general, all surficial topsoil, organic, loose, soft and/or deleterious materials should be stripped from the road realignment and extension areas. Subexcavations for pavement widening and realignment should extend from the existing edge of pavement and consist of a vertical cut, supported where required, to the proposed subgrade level. Based on the condition of the pavements on Pack Road and the west end of Bradley Avenue, we would suggest that these pavements also be reconstructed.

Any fill required to bring the areas to subgrade level should consist of City of London Granular B Select or Granular C. Excavated native soils could be reused as fill provided that some post-construction settlements can be tolerated. Control of water content to within about 2 to 4 per cent of the optimum compaction water content will be necessary for re-use of the existing soils. Any fill materials required to achieve subgrade elevation should be carefully benched into the existing materials in accordance with Ontario Provincial Standard Drawing (OPSD) 209.010.

6.2 Thornicroft Drain Crossing The Thornicroft Drain crossing the proposed Bradley Avenue extension could consist of a concrete or corrugated steel pipe (C.S.P.) culvert. Preliminary recommendations have been included for both options. It has been assumed that the existing culvert crossing of Thornicroft Drain on Bostwick Road will not require reconstruction for realignment of the road.

6.2.1 Corrugated Steel Pipe (C.S.P.) Culvert Option Careful monitoring during excavation should be carried out so that any deleterious materials are subexcavated and replaced with properly compacted materials prior to placement of the bedding materials. Bedding for the C.S.P. should consist of properly graded granular material consistent with the size, type and class of pipe in accordance with City of London standards.

Where groundwater seepage volumes are such that the bedding material cannot be adequately compacted, it may be necessary to use 19 millimetre clear/crushed stone with a non-woven geotextile surround. A complete geotextile surround is considered critical for the clear stone bedding to prevent migration of fines into the bedding and the subsequent loss of support for the pipe. The clear stone bedding would also facilitate pumping from sumps as a groundwater control method. Use of clear stone will, however, create a long-term pathway for flow of water. The performance implications of water flowing through such stone below the culvert should be evaluated further during detailed design. As an alternative, Ontario Provincial Standard Specifications (OPSS)




1010 Granular B Type II may be used when excavation conditions are too wet to address overall constructability. Compatibility of Granular B Type II and pipe materials should be evaluated prior to its use. All bedding materials should be placed in loose lifts not exceeding 300 millimetres and uniformly compacted to at least 95 per cent of standard Proctor maximum dry density (SPMDD). Should a trench liner box be utilized, care should be taken to ensure that the compacted pipe bedding is not disturbed when the liner box is moved.

6.2.2 Concrete Box Culvert Option It is expected that the culvert foundations on competent native soils may be designed using a factored geotechnical resistance at Ultimate Limit States (ULS) of 225 kilopascals (kPa) and a geotechnical reaction at Serviceability Limit States (SLS) of 150 kPa, however, this would need to be confirmed during a detailed geotechnical investigation. The SLS value corresponds to 25 millimetres of settlement. If a precast concrete box culvert is used, it may be constructed on a 300 millimetre thick base of compacted OPSS Granular A. A 75 millimetre thick levelling pad of Granular A or fine aggregates should also be provided. All founding soils should be inspected by the geotechnical engineer.

6.2.3 Backfill New fill and/or backfill should consist of free-draining, non-frost susceptible granular materials such as OPSS Granular B, Type III or Granular A placed in 0.3 metre thick loose lifts and uniformly compacted at least 95 per cent of SPMDD. The upper one metre of the backfill that forms the roadway subgrade should be placed in 200 millimetre lifts and uniformly compacted to at least 98 per cent of SPMDD. Reuse of the excavated fill and native materials is not recommended at the location of the culvert, should a concrete culvert be constructed. Heavy compaction equipment should not be used immediately adjacent to the walls and roof of the culvert. The height of backfill adjacent to the culvert walls should be maintained as equal as possible on both sides of the culvert during all stages of backfill placement.

6.2.4 Frost and Scour Protection Frost treatment in the form of a frost taper symmetrical about the culvert centreline should be provided in accordance with OPSD 3101.150. The design frost penetration depth for this area is 1.2 metres below ground surface. The culvert should also be adequately protected against scour as noted in Section 1.9.5 of the Canadian Highway Bridge Design Code (CHBDC).

6.2.5 Other Construction Considerations The excavation base should be free of debris, loose or frozen material and ponded water. The cleaned excavation base should be inspected by the geotechnical engineer prior to placement of concrete or granular bedding materials.

Erosion protection for the culvert backfill should be provided to protect the roadway, approach embankments and culvert, as appropriate. Consideration could be given to using suitable non-woven geotextile and rip rap, as


required, to provide erosion protection based on hydraulic requirements. In addition, sediment control such as silt fences and erosion control blankets may be required during construction together with diversion of any flows to mitigate migration of fine soil particles.

6.3 Preliminary Pavement Design Traffic data obtained from the City of London website indicated average annual daily traffic volumes of 5,000 for Bostwick Road and 1,500 for Pack Road. Projected traffic volumes, as provided by Parsons, for 2025 and 2035 are:

Location Peak PM Volume Approximate ADT¹

2025 2035 2025 2035 Bostwick Road 1,637 1,778 16,400 17,800 Pack Road 763 824 7,600 8,250 Bradley Avenue 122 150 1,200 1,500

NOTE: 1. ADT estimated using 10 x Peak PM volume.

The projected traffic volumes were used as a basis for the following preliminary pavement design. The percentage of truck traffic in the traffic flow was not provided, but has been assumed to be 5 per cent for the roadways for the purposes of this report.

Based on the traffic data, the subject section of Bostwick Road can be classified as a minor arterial roadway and the subject sections of Pack Road and Bradley Avenue are intermediate collector roadways. The pavement structures may be designed using Benkelman beam design rebound criteria of 0.7 and 1.0 millimetres, respectively. Based on the above, the anticipated subgrade conditions and the current City of London pavement design standards, the new pavements should consist of the following components placed on a properly prepared, shaped and approved subgrade:

Roadway

Pavement Component Thickness (millimetres)

HL 3 Sheet Asphalt

HL 8 Binder Asphalt

Granular A Base

City of London Granular B Subbase

Bostwick Road

50 120 (2@60) 150 450

Pack Road/Bradley Avenue Alignment

50 100 (2@50) 150 400

Any fill, organic or deleterious materials encountered at subgrade level should be removed prior to placement of subbase material. All subgrades should be heavily proofrolled under the direction of the geotechnical engineer and remedial work carried out as required. Effective drainage of the granular pavement materials will be


IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT

June, 2010 1 of 2

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 of 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 recommendations 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, recommendations 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 summary nature and is not intended to stand alone without reference to the instructions given to Golder by the Client, communications 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, recommendations 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, recommendations 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 Groundwater Conditions: Classification and identification of soils, rocks, and geologic units have been based on commonly 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.

IMPORTANT INFORMATION AND LIMITATIONS OF THIS REPORT

June, 2010 2 of 2

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 recommendations 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, recommendations 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 recommendation 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 recommendations within this report. Recognition of changed soil and rock conditions requires experience and it is recommended that Golder be employed to visit the site with sufficient frequency to detect if conditions have changed significantly.

Drainage of subsurface water is commonly 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.


APPENDIX A Records of Previous Boreholes and Test Pits (Golder Project Nos. 1414275, 1402947-1000, 05-1130-189-3, 971-3001, 971-3206 and 851-3254)

November 2016 Report No. 1547742-1000-R01

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( Golder Report No. 1402947-1000-R01 )

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( Golder Report No. 05-1130-189-3 )

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( Golder Report No. 971-3001 )

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( Golder Report No. 851-3254 )


APPENDIX B Select Site Photographs

November 2016 Report No. 1547742-1000-R01

APPENDIX B PHOTOGRAPHS

Photograph 1: Bostwick Road crossing of Thornicroft Drain, about 220 metres west of Wharncliffe Road South, looking west. Note new development west of roadway.

Photograph 2: Bostwick Road crossing of Thornicroft Drain, about 220 metres west of Wharncliffe Road South, looking south.

November 2016 Project No. 1547742-1000-R01 1/6


Photograph 3: Bostwick Road, about 230 metres west of Wharncliffe Road South, looking northwest.

Photograph 4: Bostwick Road, about 230 metres west of Wharncliffe Road South, looking east.



Photograph 5: Bostwick Road, about 850 metres west and north of Wharncliffe Road South, looking north.

Photograph 6: Bostwick Road, about 850 metres west and north of Wharncliffe Road South, looking south.



Photograph 7: Bostwick Road, immediately south of Pack Road, looking south.

Photograph 8: Intersection of Bostwick Road and Pack Road, looking north.



Photograph 9: Intersection of Bostwick Road and Pack Road, looking west. Note asphalt patches on Pack Road.

Photograph 10: Thornicroft Drain at approximate location of proposed Bradley Avenue alignment, looking south.



Photograph 11: West end of Bradley Avenue near Wonderland Road looking west towards proposed alignment. Note alligator cracking at bend.


Golder Associates Ltd. 309 Exeter Road, Unit #1 London, Ontario, N6L 1C1 Canada T: +1 (519) 652 0099

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