Ontario Municipal Board Hearing - Oakville planning/omb-da... · For additional details, please see my appended Curriculum Vitae (Appendix 1). 1.2. I graduated from Queens University

Ontario Municipal Board Hearing

In the Matter of Bronte Green Corporation:

Proposed Plan of Subdivision – 24T-14004/1530 Proposed Plan of Condominium – 24CDM-14003/1530

Application to Amend Zoning By-Law Nos. 1984-63 and 2014-014 Application to Amend Livable Oakville Official Plan

OMB Case No. PL141318

Witness Statement of

Anne S. Poschmann, P.Eng. Senior Consultant, Golder Associates Ltd.

For

Conservation Halton

August 27, 2015

Witness Statement - Anne Poschmann 2

Golder Associates Ltd. Project No. 1532874

Witness Statement – Anne Poschmann

Bronte Green Corporation - OMB Case No. PL141318

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1. Qualifications

1.1. I am a Professional Engineer and a member of the Canadian Geotechnical Society with 34 yearsof experience in geotechnical consulting engineering. I have provided geotechnical advice and prepared geotechnical engineering reports related to slope instability evaluations, slope remedial measures, development setback determinations, setback determination for roads and bridges, and creek channel erosion assessments for many projects in the GTHA and across Canada over those years. I was the author of the report prepared for the Credit Valley Conservation Authority which presented recommendations for establishing development setback requirements for valleylands within their jurisdiction (Geotechnical Study, Slope Classification and Setback Criteria, Credit Valley Watershed, Ontario). I was also responsible for one section of the Technical Guidelines document prepared for the Conservation Authorities Branch, specifically the chapter on Hazardous Sites which addressed those valleylands susceptible to the presence of sensitive marine clays and karst topography and provided recommendations for the determination of development setback requirements for these specific conditions. I worked for the Ministry of Natural Resources in Kemptville Ontario mapping the South Nation River valley system valley slopes and developing a process for establishing safe setback distance from the valley slope crest in areas where the valley slopes were comprised of Leda (sensitive marine) clays.

For additional details, please see my appended Curriculum Vitae (Appendix 1).

1.2. I graduated from Queens University in 1978 with a Batchelor of Applied Science in Geological Engineering and graduated from University of Waterloo in 1986 with a Master of Applied Science in Civil Engineering.

1.3. A copy of Form 53, Acknowledgement of Expert’s Duty is appended to this Witness Statement (Appendix 2).

2. Issues To Be Addressed

In this witness statement I will be addressing the following issues:

• Issue #18 – Have the regulated flooding and erosion hazards been identified in accordancewith the current Ministry of Natural Resources and Forestry Technical Guidelines?

a) Has a compliant geotechnical study been completed and provided?• • Issue #28 – Can the proposed stormwater outfalls to Fourteen Mile Creek be approved? Do

they meet the regulatory requirements?• Issue #45 –

a) Have baseline, during construction, and post construction monitoring requirementsbeen articulated in sufficient detail to demonstrate that it will be able to providemeaningful information?

b) Is there an approved monitoring plan?




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c) Has sufficient baseline monitoring been undertaken in accordance with an approved monitoring plan?

3. Conservation Halton’s Mandate 3.1. Pursuant to Ontario Regulation 162/06, Conservation Halton prohibits all development within

and adjacent to the shoreline of the great lakes and large inland lakes, river and stream valleys, hazardous lands, watercourses, wetlands and areas that interfere with the hydrologic function of a wetland. Development may be permitted by the Conservation Authority, however, on the basis that control of flooding, erosion, dynamic beaches, pollution or the conservation of land will not be affected by the development. In accordance with the Provincial Policy Statement (PPS, 2014) and Conservation Halton’s board approved policy document “Policies and Guidelines for the Administration of Ontario Regulation 162/06 and Land Use Planning and Policy Document” dated Revised August 11, 2011, Conservation Halton requires new lots and site development be maintained outside of the limits of the natural hazards and hazardous sites, wetlands and their associated vegetation protection zone, and other areas where development interferes with the hydrologic function of a wetland including the associated regulated allowances specified within the policy document. Hazard limits are determined in accordance with the technical guidelines established by the Ministry of Natural Resources (MNR) in their Natural Hazards Technical Guides [including: River and Stream Systems: Flooding Hazard Limit (2002), and River and Stream Systems: Erosion Hazard Limit (2002), and Hazardous Sites Technical Guide (1996)].

3.2. Under a “Memorandum of Understanding on Procedures to Address Conservation Authority Delegated Responsibility” between the Ministry of Municipal Affairs and Housing, Ministry of Natural Resources and Conservation Ontario, Conservation Authorities are responsible for the review of planning applications with respect to the Natural Hazards Policies of the Provincial Policy Statement. These policies address the issues of public health and safety related to development in or adjacent to hazardous lands impacted by flooding and or erosion hazards. The Memorandum of Understanding will be provided within Conservation Halton’s Document Book.

3.3. Conservation Halton also provides peer review and technical clearance regarding planning application affecting the natural environment to the Town of Oakville as per the Halton Region Memorandum of Understanding (MOU) (Integrated Halton Area Planning System, Memorandum of Understanding), dated February 12, 1999. The scope of Conservation Halton’s peer review and technical clearance responsibilities are per Schedule G of the MOU and include but are not limited to: flood hazards, flood plains and wetlands; lakes and rivers impacts; top of bank and erosion hazards; wildlife habitat; endangered and threatened species; fish habitat; and stormwater management. Conservation Halton comments on issues associated with stormwater management are pursuant to provincial direction to prevent aggravation of existing natural hazards or the creation of new natural hazards, as well as to support maintenance of appropriate hydrologic regimes for sensitive habitats.

3.4. In accordance with Section 20 & 21 of the Conservation Authorities Act, Conservation

Authorities ae local watershed-based natural resource management agencies that develop programs that reflect local resources management needs within their jurisdiction.




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3.5. Pursuant to the Planning Act, Conservation Authorities are ‘public commenting bodies’, and as

such are to be notified of municipal policy document and planning and development applications. Conservation Authorities may comment as per their board approved policies as local resource management agencies to the municipality or planning approval authority on these documents and applications. Conservation Authorities are identified as commenting bodies under other acts and Provincial Plans. Conservation Halton’s board approved policies are documented in “Policies and Guidelines for the Administration of Ontario Regulation 162/06 and Land Use Planning Policy Document April 27, 2006 (Revised August 11, 2011)”

3.6. The Bronte Green lands associated with the application (Official Plan Amendment, Zoning By-Law Amendment, Draft Plan of Subdivision, and draft plan of condominium) include lands that are regulated by Conservation Halton, specifically the following regulated features:

o the regulated erosion hazard and regulated allowances associated with both the confined Fourteen Mile Creek valley associated with reaches 14W-M1 (R76), 14 Mile Creek West Branch (R75b, R75a, R74, and R74a), and 14W-W1 (SW1, SW2 and a portion of SW3), and the regulated erosion hazard associated with the unconfined valley associated with Fourteen Mile Creek Tributaries 14W-W1-3 (SWS1), 14W-W1-2 (SW4), and a portion of 14W-W1 (SW3)

o the regulatory floodplain and regulated allowances associated with Fourteen Mile Creek Tributaries 14W-W1-3 (SWS1), 14W-W1-2 (SW4), and a portion of 14W-W1 (SW3)

o regulated wetlands and their associated regulated vegetation protection zones and regulated areas impacting the hydrologic function of a wetland

Conservation Halton has an interest in ensuring achievement of development setbacks through the required official plan amendment, zoning amendment and plan of subdivision applications in accordance with the Provincial Policy Statement (2014), and the Conservation Halton Land Use Planning Policy Document.

3.7. The Enns lands associated with the application (Official Plan Amendment) include lands that are regulated by Conservation Halton, specifically the following regulated features:

o the regulated erosion hazard and regulated allowances associated with the main branch of Bronte Creek.

Conservation Halton has an interest in ensuring the appropriate limit of development through the official plan amendment in accordance with the Provincial Policy Statement (2014), and the Conservation Halton Land Use Planning Policy Document.

3.8. The proposed development will modify hydrologic processes occurring on the subject lands and impact downstream flow regimes. Therefore, Conservation Halton has an interest in the effectiveness of the stormwater management plan with respect to mitigating downstream impacts such as changes to flow rate, flow frequency, flow duration, water quality, and sediment transport. The effectiveness of the proposed stormwater management plan will dictate whether or not the development will aggravate existing downstream flooding and/or erosion hazards or impact wetland and significant habitat functions.




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3.9. My role will be to offer evidence to the board demonstrating that insufficient technical

documentation has been provided to ensure that, from a geotechnical perspective: 3.9.1. The development will be entirely outside the erosion hazard limit 3.9.2. The development will incorporate stormwater outfalls that will avoid impacting the

stability of the valley slopes at and adjacent to the proposed shaft/manhole and outfall. 3.9.3. The proposed site grading and retaining wall construction will not adversely impact the

stability of valley slopes. 4. Materials Reviewed

I have reviewed the following documents as they relate to the geotechnical aspects of the proposed development: 4.1. Policies and Guidelines for the Administration of Ontario Regulation 162/06 and Land Use

Planning and Policy Document, prepared by Conservation Halton, dated April 27, 2006 Revised August 11, 2011

4.2. Saw-Whet Property, Environmental Impact Study, Town of Oakville, Ontario; report prepared by Beacon Environmental Ltd., dated April 2015.

4.3. Phase 2 Environmental Impact Study Merton (QEW/Bronte Rd) Tertiary Planning Study, Town of Oakville, Ontario; report prepared by Beacon Environmental dated October 2014 (herein referred to as the Beacon Environmental (October 2014) report)

4.4. Merton Tertiary Planning Study: Geomorphic Assessment, Fourteen Mile Creek and Associated Tributaries – Final Report V-1, prepared by Parish Geomorphic, dated October 2014 (herein referred to as the Parish Geomorphic 2014 Report)

4.5. Natural Hazards Technical Guides [including: River and Stream Systems: Erosion Hazard Limit (2002), and Hazardous Sites Technical Guide (1996)], prepared by the Ministry of Natural Resources and dated as referenced (hereinafter referred to The Guidelines)

4.6. Hydrological Study – Merton Tertiary Planning Area, Town of Oakville, Ontario; report prepared by R.J. Burnside & Associates Ltd., dated December 2013 (Revised October 2014)

4.7. Phase Two Environmental Site Assessment, Proposed Residential Development, 1401 Bronte Road, Town of Oakville; report prepared by Soil Engineers Ltd., dated October 25, 2013

4.8. Geotechnical Investigation for the Proposed Residential Subdivision (Saw-Whet Golf Course), 1401 Bronte Road, Oakville, Ontario; report prepared by Soil Probe Ltd., dated April 17, 2012

4.9. Functional Servicing Report for the Bronte Green Property, Town of Oakville, Region of Halton prepared by David Schaeffer Engineering Ltd. dated February 2014 Revised April 2015.

5. Technical Opinion 5.1. Issue #18 (a) Has a compliant geotechnical study been completed and provided?

A. Applicable Statement of Agreed Facts




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1. There is a Soil Engineers Limited (2012) report presenting the slope stability assessment completed for the Saw Whet property which is referred to in the “Phase 2 Environmental Impact Study, Merton (QEW/Bronte Road), Tertiary Planning Study, Town of Oakville, Ontario” report prepared by Beacon Environmental dated October 2014 (‘the Beacon Environmental (October 2014) report’). The Soil Engineers Limited (2012) report has not been received and therefore has not been reviewed.

2. The “Technical Guide – River and Stream Systems: Erosion Hazard Limit” published by Ontario Ministry of Natural Resources dated 2002 (‘The Guidelines’) is applicable for the establishment of the erosion hazard limit and the document titled “Geotechnical Principles for Stable Slopes” prepared by Terraprobe Limited and Aqua Solutions (June 1998) forms part of ‘The Guidelines’.

3. The borehole spacing as shown on Figure 5 of ‘the Burnside Hydrogeological Study Report’ exceeds the 100 m spacing as required by the “Geotechnical Principles for Stable Slopes” publication and no justification is provided.

4. The Log of Boreholes for Boreholes 1 through 26 and the Borehole Location Plan from the Soil Engineers Limited (2012) report are included in Appendix “B” of the “Hydrogeological Study, Merton Tertiary Planning Area, Town of Oakville, Ontario” report prepared by R.J. Burnside & Associates Limited dated December 2013 (Revised October 2014) (‘the Burnside Hydrogeological Study Report’).

5. Only augering and split spoon sampling was conducted to advance the boreholes into the shale bedrock underlying the overburden (as shown on the Log of Boreholes from the Soil Engineers Limited (2012) report) and hence there were no bedrock core samples obtained which would permit characterization of the bedrock.

6. Toe erosion rates as stated in ‘the Beacon Environmental (October 2014) report’ are consistent with ‘The Guidelines’ but are contingent on confirmation from the geomorphological studies that these values are not exceeded by 100 times the average annual recession rate.

B. Opinion Statement 1 Since the Soil Engineers Limited (2012) report has not been

submitted, there is no comment that can be made with respect to the adequacy of the geotechnical investigation and/or the analyses/assessment completed to determine the location of the top of stable slope. There is reference in the Beacon Environmental (October 2014) report to the stability assessment undertaken by Soil Engineers Limited however since the full details of the analyses are not provided it is not possible to comment on the analyses. As such it is not possible to confirm that the development will be entirely outside the erosion hazard limit.

C. Opinion Statement 2 Section 4.2.9 of the Beacon Environmental Ltd. report titled

“Saw-Whet Property, Environmental Impact Study, Town of Oakville, Ontario” dated April 2015 (the Beacon EIS (2015) report) presents the same discussion on slope stability as presented in the Beacon Environmental (October 2014) report. Figure 15 of the Beacon EIS (2015) report (which is titled Physical and Biological Constraints) and follows page 94 shows the “Top of Slope (staked by CH 17/01/13)”, the “Predicted Long-Term Stable Top of Bank (as determined through geotechnical study)” and the “Top of Slope Setback (7.5 m / 15 m)”. There is no line showing which adds a 7.5 m buffer to the “Predicted Long-Term Stable Top of Bank” line. Figure 17 titled Comprehensive Constraints which follows after page 116 shows a “Comprehensive Constraints Line” which appears to have added a 7.5 m buffer where required (ie where the Long-Term




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Stable Top of Bank plus 7.5 m governs with respect to the other constraints) however the scale of the drawing is such that it is not possible to confirm that this has been done.

D. Opinion Statement 3 The plan used as a base for Figures 15 and 17 of the Beacon EIS (2015) report is at a scale of 1:5000. Section 4.1.2 of The Guidelines state that “The mapping should preferably be at a scale of 1:500 or 1:1000 in order to show sufficient detail of the slope profile.” Further, Section 4.34 of The Guidelines states that “If there is insufficient existing topographic mapping on a site (at 1:500 or better), then detailed topographic surveying will be necessary to establish positions of surface features (slope crest, toe, structures and fences, vegetation and trees, drainage or seepage, scarps, ridges) as well as to measure slope profile (cross-section) or configuration (inclination).” The Beacon EIS (2015) report indicates that the slope profiles that were used in the slope stability analyses were obtained from the contour lines on the topographic plan provided which would not have been adequate unless there were plans at 1:500 or better. There is no indication that there was site specific surveying completed to obtain accurate slope profiles for use in the analyses. As such the applicability of the analyses which has been completed and supposedly forms part of the Soil Engineers Limited (2012) report would be questionable unless there is further explanation in the Soil Engineers Limited (2012) report.

E. Opinion Statement 4 Section 4.3.4 of The Guidelines also states that “For uniform slope conditions, a reasonable maximum spacing of boreholes along the slope crest would be about 100 m (a closer spacing may be necessary for complex sites).” The borehole locations as shown on Figure 5 of the Burnside Hydrogeological Study Report are greater than 100 m apart within some portions of the site and therefore do not meet the requirements. There is no justification for this wide spacing of boreholes given within the documents provided for review.

F. Opinion Statement 5 There is reference in Section 4.2.9 of the Beacon EIS (2015) report to the results of the stability analyses completed by Soil Engineers Limited. It is stated that “Geotechnically stable gradients ranging from 1 vertical: 1.1 to 1.9 horizontal are recommended, depending on the soil conditions as identified by the geotechnical investigation.” This statement infers that there are areas along the creek valleys where the Long-Term Stable Slope would be established based on a line drawn at 1.1 horizontal to 1 vertical from the toe of the slope. This gradient line is steeper than the normally accepted stable slope for shale bedrock sites; Conservation Halton would typically accept a gradient line of 1.4 horizontal to 1 vertical for a slope comprised fully of shale bedrock. Further analyses would need to be completed to support a steeper slope. This would typically be done by providing justification by means of obtaining bedrock core samples and demonstrating that there are sufficient limestone/dolostone interbeds (which are a stronger rock types) within the shale to support a steeper stable slope gradient line. Another accepted approach for establishing stable slope gradients for slopes composed predominantly of shale bedrock is to carry out sufficient surveying




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of the valley slopes within the property and adjacent lands to demonstrate the range in slope inclinations commensurate with the various states of weathering of the slopes (ie where the slopes are subject to active erosion at the slope toe would be one extreme state of weathering and where there is a wide floodplain at the slope toe indicative of the slope having undergone long term weathering. There is no indication given in the documents submitted for review that Soil Engineers Limited has taken either of these approaches and as such it cannot be confirmed if the Predicted Long-Term Stable Top of Bank (as determined through geotechnical study) as shown is justifiable.

G. Opinion Statement 6 The valley slopes within the Saw-Whet property are generally not simple one segment slopes but rather are variable slope inclinations over the full height of the valley with mid height plateaus at some locations and shallow lower slopes at some locations and shallow upper slopes at other locations. As such, to apply a single gradient line (such as 1.1 horizontal : 1 vertical or 1.9 horizontal to 1 vertical) to determine the location of the stable slope line does not always result in an appropriate stable slope setback. It is not known how or where the various “geotechnically stable gradients” were applied and as such it is not possible to comment on the resulting Predicted Long-Term Stable Top of Bank line as shown. As such it is not possible to confirm that the development will be entirely outside the erosion hazard limit.

H. Opinion Statement 7 The toe erosion rates as stated in Section 4.2.9 of the Beacon EIS (2015) report are that “an erosion setback of 5 m and 8 m will be required where the soils at the base of the slope consist of shale bedrock and hard/very dense tills, respectively.” These values are consistent with the Technical Guidelines but there is a requirement, given the site conditions with evidence of ongoing and apparently rapid channel erosion, to confirm that it is not less than a toe erosion allowance determined by taking 100 times the average annual recession rate.

I. Opinion Statement 8 Section 4.2 of the Parish Geomorphic 2014 Report presents their evaluation of an erosion hazard limit which includes a toe erosion allowance setback of 3 m (based on the slope material (Queenston Shale) and evidence of active erosion) and applies a stable slope gradient at 3 horizontal to 1 vertical (stating that “The stable slope is a horizontal setback measured landward from the valley toe or toe erosion allowance and is proportionate to the valley height by 3:1.”). The use of a toe erosion allowance of 3 m is not appropriate for the valley slope conditions. The use of a generic stable slope gradient of 3 horizontal to 1 vertical is not appropriate for use at this site for the same reasons as outlined in Opinion Statement 6 above given that the application relies on knowledge of where the toe of the slope is and whether or not there are sections of the slope which are steeper or shallower than the stable slope gradient. As such the line shown on Figure 15 of the Beacon EIS (2015) report labeled as the “Erosion Hazard Limit” which is apparently based on application of the 3 m toe erosion allowance and a 3:1 setback gradient line is not considered to be representative of the erosion hazard limit appropriate for this property.




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5.2. Issue # 28. Can the proposed stormwater outfalls to Fourteen Mile Creek be approved? Do they

meet the regulatory requirements?

A. There are no applicable Statements of Agreed Facts

B. Opinion Statement 1 There are insufficient details provided of the stormwater outfall and the configuration of the existing valley slope at the proposed outfall location to be able to comment on the geotechnical aspects of the proposed outfall installation. It appears that a 6 m to 7 m cut into the bedrock would be required to install the manhole and outfall; it is not known whether there is a floodplain at the toe of the valley slope at the discharge location or whether the outfall discharges directly into the creek. There is an existing gully in the general area of the proposed discharge but it is not known whether the discharge will follow the gully or will require excavation into the valley slope adjacent to the gully. Without these details it is not possible to comment on the geotechnical aspects of the discharge and what impacts there may be on the stability of the valley slopes. As such, it cannot be confirmed that there will be no adverse impacts on the stability of the valley slopes at and adjacent to the proposed shaft/manhole and outfall.

C. Opinion Statement 2 Section 3.5.1 Public Infrastructure – Utilities, Trails and

Transportation of the Conservation Halton Policies and Guidelines for the Administration of Ontario Regulation 162/06 and Land Use Planning Policy Document dated April 27, 2006 revised August 11 2011 states that “The construction of pipe or service pipelines must maintain the predevelopment configuration of the floodplain and valley walls and minimize disturbance of existing vegetation.” “In addition, storm sewer outfalls should be designed to provide adequate protection to watercourse embankments.” and also states that “Storm sewer outfalls required to be constructed on valley walls greater than 6 m in height will normally utilize a drop shaft and tunnel in order to protect the natural integrity of the valley wall.” In this regard and considering the existing valley wall conditions, it is expected that tunneling operations would be required for the construction of the outfall.

D. Opinion Statement 3 Page 151 of the Beacon EIS (2015) report indicates that “and a stormwater outfall, will need to be constructed within a regulated area and require CH permit. Appropriate mitigation measures have been identified and will need to be implemented to reduce potential impacts to the regulated features.” Insufficient details have been provided with respect to the mitigation measures to provide comment from a geotechnical perspective. In addition, no slope stability assessment/analyses have been provided with regards to the proposed grading that may be required for the construction of the outfall if open cut construction of the outfall was to be undertaken. There has been no evaluation of the stability of the proposed regraded slope or of the stability of the existing slope under the temporary conditions during construction – both the cut slope and the slopes adjacent to the cut. As such it is not possible to confirm that the proposed site grading and retaining wall construction will not adversely impact the stability of valley slopes.




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5.3 Issue # 45.

d) Have baseline, during construction, and post construction monitoring requirements been articulated in sufficient detail to demonstrate that it will be able to provide meaningful information?

e) Is there an approved monitoring plan? f) Has sufficient baseline monitoring been undertaken in accordance with an approved

monitoring plan? A. There are no applicable Statements of Agreed Facts Applicable Statement of Agreed Facts

B. Opinion Statement 1 It is noted that the proposed grading plan included in the Beacon EIS

(2015) report indicates that there will be fill placement and retaining wall construction in relative close proximity to the crest of the valley slope. There has been no slope stability assessment/analyses provided to indicate that the proposed grading/retaining wall construction will not adversely impact the stability of the valley slope. CH general policy is to not allow site grading within the regulated setback which results in a relocation of (extension to) the slope crest and to only allow disturbance within the 7.5 m regulated setback where conservation of lands is not an issue. Where grading is allowed, site grading should be such that newly formed slopes are at 10 horizontal to 1 vertical or flatter to prevent extension of the regulated feature.

C. Opinion Statement 2 It is noted that the monitoring plan as presented in Section 8 of the Beacon EIS (2015) report includes for monitoring of the bank erosion rates through the placement of erosion pins at selected cross-sections along the creek valley system. There is nothing in the monitoring program as presented which would provide information relevant to the long term stability of the creek valley slopes. No conclusions can therefore be derived from a geotechnical perspective with respect to the proposed monitoring plan. Given that there is substantial site regrading proposed in which case the site drainage conditions would likely be changed, the monitoring plan should include measures to baseline the conditions of the existing drainage gullies and monitor for changes in these gullies as well as development of new drainage channels. Further, pending final details of the proposed stormwater outfall into Fourteen Mile Creek, the monitoring plan should include measures to baseline the existing slope conditions at/adjacent to the outfall location and of the final slope conditions after completion of the outfall construction and then to monitor changes with respect to erosion – surface water and slope toe/creek channel – as well as reconstructed slope movements.




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6. Summary

Given the lack of geotechnical investigation reporting provided, it is not possible to comment on the appropriateness of the geotechnical report itself or the results of the geotechnical slope stability analyses as summarized in the Beacon EIS (2015) report. There is also therefore insufficient information contained in the documents provided to demonstrate that the development will be entirely outside the erosion hazard limit or will incorporate stormwater outfalls that will avoid impacting the stability of the valley slopes at and adjacent to the proposed shaft/manhole and outfall. Further there is insufficient information provided to demonstrate that the proposed site grading and retaining wall construction will not adversely impact the stability of valley slopes.

This witness statement has been prepared based on information listed above. If new with prejudice information is provided prior to the hearing, modifications to this statement may be necessary.

Respectfully Submitted, Anne S. Poschmann, P.Eng. Senior Consultant, Golder Associates Ltd.


APPENDIX 1 Curriculum Vitae for Anne Poschmann

August 27, 2015 Report No. 1532874

Resumé ANNE S. POSCHMANN

Education B.Sc. Engineering, Queen's University, Kingston, Ontario, 1978

M.A.Sc. Civil Engineering, University of Waterloo, Ontario, 1986

Languages English – Fluent

Golder Associates Ltd. – Mississauga Anne Poschmann is a Senior Consultant and Geotechnical Engineer with 34 years of geotechnical consulting experience with Golder Associates Ltd. in all geotechnical aspects of foundation design, slope stability, tunnelling, excavations, dewatering, and construction works in difficult ground conditions for a wide range of projects with Golder Associates Ltd. The majority of Anne’s work has been in Ontario, with a large emphasis on southern Ontario and the Greater Toronto area, concentrating mainly on the municipal development and transportation industry. Anne has worked on numerous bridge, tunnel and road design projects as well as investigations for municipal development, building design, slope stabilization and related projects.

Employment History Golder Associates – Toronto, Ontario Associate (1989), then Principal (1994 to present) Responsible for technical and administrative control of geotechnical engineering projects with specific emphasis on major transportation networks and municipal services. Project Director or Project Manager for a variety of studies involving: foundation design for buildings, bridges including remedial works for existing foundations; road works design; deep shafts through overburden; soft ground tunnelling for subways, sewers; excavation support systems design and monitoring during construction; design of stabilization measures and monitoring of landslides; river bank erosion and slope stability studies.

Golder Associates – Toronto, Ontario Senior Engineer. (1985 to 1989) Project management of geotechnical engineering design studies and investigations for a wide range of project types including: foundation design studies; highway route planning studies; sewer and watermain installations in tunnel and open cut; construction control of earthworks and foundation works.

Golder Associates – Toronto, Ontario Engineer. (1981 to 1985) Responsible for organization and completion of field work, data collection and report preparation for geotechnical investigations. Projects included slope stability analyses, foundation design, sewer and watermain installations, roadway studies.

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South Nation Conservation Authority – Berwick, Ontario Contract Engineer. (1981 to 1981) Responsible for data collection and report preparation for slope stability study on South Nation River.

Maritime Clay Company Ltd. – Musquodoboit, Nova Scotia Research Analyst. (1979 to 1981)

Carried out studies on local clay and mineral resources for pottery clay and glazes processing; involved in business set-up, market research and management.

Ontario Ministry of Natural Resources – Kemptville, Ontario Geologist II. (1978 to 1979) Responsible for field data collection, computer analyses, and report preparation for slope stability studies on major river systems in Champlain Sea area, Ontario. Involved in study of silica sand availability in south-eastern Ontario.

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PROJECT EXPERIENCE – SLOPE STABILITY ASSESSMENT Etobicoke Creek

Etobicoke, Ontario Project Manager for the geotechnical setback assessment for proposed addition to residential property along the crest of the Etobicoke Creek Valley where the slopes were comprised of shale bedrock.

Toronto French School Campus (TFSC) Toronto, Ontario

Project Manager for foundation design and investigation for new facilities at the TFSC. The project included a geotechnical slope stability assessment to address The Toronto and Region Conservation Authority (TRCA) setback guidelines.

Don River Valley Toronto, Ontario

Project Manager for geotechnical investigation and providing preliminary design recommendations for slope remedial works within residential property along upper slope of Don River Valley.

Sixteen Mile Creek Oakville, Ontario

Project Manager for geotechnical investigation for slope stability assessment of the valley slopes comprised of shale bedrock at Britannia Road and Sixteen Mile Creek.

Development Setback Guidelines

Ontario

Project Manager for development of a technical guide for use in assessing slope stability and setback guidelines for hazardous sites, specifically sensitive marine clays and karst topography.

Credit Valley Conservation Authority

Ontario

Project Manager for the geotechnical study carried out for the Credit Valley Conservation Authority to classify the slopes within the Credit Valley Watershed and develop setback criteria for those slope classifications. This study formed the basis for their slope setback guidelines for development.

Loyalist Creek Rehabilitation Study Mississauga, Ontario

Geotechnical Project Manager for development of a cost effective long-term rehabilitation plan leading to the stabilization of the rapidly eroding lower portion of the watercourse.

North Park Phase 1 and 2

Oakville, Ontario

Project Director for the geotechnical assessment in development of the erosion hazard limit for the North Park development adjacent to a tributary of Sixteen Mile Creek, north of Dundas Street and east of Neyagawa Boulevard in Oakville, Ontario.

Creekbank Properties, Oakville, Ontario

Peer review services for the slope stability study which was completed to establish the Long Term Stable Slope line for the Sixteen Mile Creek valley slopes in close proximity to the property as part of the development application for 181 Lyons Lane.

New North Oakville Transportation Corridor

Oakville, Ontario

Project Director for the geotechnical input to the Environmental Assessment undertaken for the proposed bridge location crossing the Sixteen Mile Creek.

Lakeview Boulevard Road Allowance Oakville, Ontario

Project Director for the geotechnical investigation and setback study to establish remedial works associated with building encroachment on the Lakeview Boulevard road allowance between Timber Lane and West Street along the Lake Ontario waterfront.

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Upper Middle Road Bridge, Oakville, Ontario

Project Manager for the geotechnical investigation for the proposed Upper Middle Road extension crossing over Sixteen Mile Creek. The study included assessment of the creek valley slopes where the proposed road and bridge foundations would be located and development of setback requirements for the road and the bridge foundations as well as erosion protection measures as required.

Pamcrest Subdivision North York, Ontario

Project Engineer for the geotechnical investigation and report preparation for the slope remedial measures to address the slope instability along the Humber River within the Pamcrest Subdivision west of Weston Road.

Orchard Community Burlington, Ontario

Project Manager for the geotechnical engineering assessment to establish the geotechnical development setback requirements for the Krpan Phase 2 lands where they are adjacent to the Bronte Creek valley slope.

McLaughlin Property Mississauga, Ontario

Project Manager for the geotechnical site inspection and assessment for setback requirements for the proposed development on Mississauga Road adjacent to the Credit River valley slope.

Dorval Drive Development

Oakville, Ontario

Project Engineer for the review of the developer's proposal and slope assessment for setback requirements for the proposed development backing onto the Sixteen Mile Creek valley at Dorval Drive and North Service Road.

West Oak Trails Community

Oakville, Ontario

Project Manager for the geotechnical investigation for the proposed West Oak Trails development and assessment of geotechnical setback requirements adjacent to the Fourteen Mile Creek valley

Kerr Street Realignment Oakville, Ontario

Project Director for the geotechnical investigation and slope assessment for the proposed widening/realignment of Kerr Street north of Speers Road and development of appropriate setback for the road adjacent to the Sixteen Mile Creek valley slope

Wyecroft Road Extension

Oakville, Ontario

Project Director for the geotechnical assessment for setback requirements for two alternate alignments for the proposed road and bridge foundations to extend Wyecroft Road over the Twelve Mile Creek valley including the West Tributary.

Wolven Street Slope Remediation, Norfolk

County, Ontario

Project Director for geotechnical study involving slope stability assessment and development of slope remedial measures for a slope failure on Wolven Street adjacent to Lake Erie shoreline.

Hopewell Development Burlington, Ontario

Project Director for slope stability assessment and setback requirements for the proposed redevelopment of the property at 3455 North Service Road for the portion of the property adjacent to the Tuck Creek valley slope.

Bronte Road Widening Oakville, Ontario

Project Director for the geotechnical investigation and slope stability assessment including development of geotechnical setback requirements for the proposed road widening and retaining wall construction in an area of slope instability along the Bronte Creek valley slope.

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PROJECT EXPERIENCE – MUNICIPAL Georgian Water Supply

Region of York, Ontario Project Manager for geotechnical investigation and design for the Georgina water supply facilities including offshore water intake, low lift pumping station, water treatment plant and transmission watermains.

Lakeview Water Treatment Plant Toronto, Ontario

Project Engineer for geotechnical investigation for the raw water intake tunnel extending 2 km into Lake Ontario. Design recommendations given for tunnel alignment, excavation methods, rock support and lining design.

R.L. Clark Filtration Plant

Etobicoke, Ontario

Project Manager for expansion of the facilities including encroachment over the old Lake Ontario shoreline.

Ontario Power Generation

Nanticoke, Ontario

Project Manager for expansion of the ammonia reduction facilities including eight new towers, ammonia storage tanks and rail spur.

Oakville Town Square Oakville, Ontario

Project Manager for geotechnical investigation and design for redevelopment of the town square area including deep basement excavation and excavation support system monitoring.

North York General Hospital

Toronto, Ontario

Project Manager for geotechnical investigation and design for expansion of the hospital and parking garage including construction inspection during foundation installation.

Toronto Hydro Vaults Toronto, Ontario

Project Manager for geotechnical investigation and design associated with foundation underpinning requirements during construction of Toronto Hydro vault chambers in close proximity to existing buildings.

Valleyview Subdivision Oakville, Ontario

Project Manager for geotechnical investigation and design of the Valleyview Subdivision including site services, slope stability review and foundation preparation.

Watermain Replacement Program

Oakville, Ontario

Project Manager for geotechnical investigation and design as part of the various watermain replacement study sites including Sixth Line area, Fourth Line area and Lakeshore Road area.

Stormwater Infiltration Study

Toronto, Ontario

Project Manager for geotechnical investigation and design for numerous sites under consideration as part of the City’s downspout disconnection program. Geotechnical study for the City of Toronto was subsequently completed to identify the most geotechnically feasible areas in the city for use of shallow stormwater infiltration systems.

Lester B. Pearson International Airport

Toronto, Ontario

Project Director for geotechnical investigation and design for various aspects for airport development/ expansion including South Fire hall, Central Stores, Fuel Operations Building, tunnel under Taxiway Tango, four-lane vehicle tunnel, and retaining wall and bridges.

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PROJECT EXPERIENCE – TRANSPORTATION West Toronto Diamond

Rail - Rail Grade Separation

Toronto, Ontario

Project Manager during design and Project Director during construction of the project which involves the lowering of the CN Weston Subdivision between Dupont Street and St. Clair Avenue to cross under the CP North Toronto Subdivision. The geotechnical investigation was carried out for the final design of the project and included a pump test and assessment of dewatering requirements as well as assessment of potential ground movement where the excavation was in close proximity to adjacent buildings. The study included a test pile installation program to assess the feasibility of the use of interlocking pipe piles as the permanent retaining walls for the excavation sides. The project also included an advance utility contract for relocation of watermain and sewers which required tunnelling under the Galt and the Mactier Subdivisions.

The Gamble Road - 19th Avenue Bayview

Avenue Upgrading Region of York

Project Director for the Regional Municipality of York project which includes approximately 8 km of municipal road upgrading to four lanes. Included detailed geotechnical and hydrogeological design recommendations for pavements, sewers water mains, slopes, culverts, and retaining walls, together with a contaminant study. Challenging artesian water pressures had to be dealt with in the investigation and design, and the site was one of special environmental conditions. Anne had ultimate responsibility for quality assurance, client relations, and budget, as well as technical review of the foundation design.

Kerr Street Realignment

Oakville, Ontario

Project Director for geotechnical investigation for the Environmental Assessment and Preliminary Design phase of the realignment of Kerr Street between Speers Road and Dorval Drive in Oakville.

Front Street Extension Toronto, Ontario

Project Director for geotechnical and geo-environmental investigations and report preparation for EA and preliminary design of the section of Front Street extension between Bathurst Street and Strachan Avenue. Project included Phase I and Limited Phase II studies for the corridor as well as site specific risk assessment for properties near Bathurst Street.

Steeles Avenue over Credit River

Mississauga, Ontario

Project Manager for geotechnical investigations for preliminary and final design for the widening of Steeles Avenue West and the replacement of the three span bridge over Credit River. Design input included assessment of foundation design to minimize impact on the local aquifer.

Dufferin Street Jog Toronto, Ontario

Project Manager for geotechnical study, during the feasibility study for the Dufferin Street extension crossing the existing CN and CP Rail tracks. Study involved review of existing information, limited field investigation and assessment of crossing alternatives.

Humber Bridges Project

Toronto, Ontario

Project Manager for the geotechnical study for the replacement of Queen Elizabeth Way (QEW) and Lakeshore Boulevard bridges over Humber River involving 5 bridges spanning across a deep bedrock valley infilled with soft, compressible deposits. Project includes roadwork design of the QEW and Lakeshore Boulevard approaches. Foundation design includes driven H-piles and drilled caissons. Involvement continued from EA phase through to final design.

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Upper Middle Road Bridge

Oakville, Ontario

Project Manager for the geotechnical investigation for the extension of Upper Middle Road and bridge over the environmentally sensitive Sixteen Mile Creek valley including the approach roads and retaining walls. The bridge consisted of a 335 m long 5 span structure containing a 215 m length of segmental concrete construction. Foundations consisted of spread footings and drilled caissons. Involvement continued from EA phase through to final design and construction.

Red Hill Creek Expressway

Hamilton, Ontario

Project Director for the geotechnical investigation and design input for roadwork, two rail/road grade separations and 6 bridges over the new expressway. Project involvement was with 8 km of the four to six-lane roadway together with noise walls, retaining walls, interchange ramps, permanent cut slopes and embankments. Involvement commenced during the Environmental Assessment/Preliminary Design phase of the full length of the east-west and north-south portions of the proposed road and continued into final design together with inspection during construction.

Highway 69 Parry Sound, Ontario

Project Manager for the subsurface investigation as part of the feasibility study for the expansion and realignment of Highway 69 from MacTier to Nobel. Investigation concentrated on the feasibility of crossing areas potentially having deep muskeg and/or soft clay deposits.

Highway 400 Ultimate Widening

Toronto/Barrie, Ontario

Project Director during EA and Preliminary Design for foundation investigation and design for the ultimate widening of Highway 400 including 32 underpass/overpass structures and nine structural culverts between Major Mackenzie Drive and Highway 11.GWP 222-97-00, 40-00-00 and 30-95-00.

Queen Elizabeth Way/Guelph Line

Interchange Burlington, Ontario

Project Manager for foundation investigation and design for the widening of Guelph Line including bridges at the Queen Elizabeth Way and CN Rail as well as retaining walls. W.P. 47-88-00.

Queen Elizabeth Way/Erin Mills Parkway

Mississauga, Ontario

Project Manager for foundation design and investigation for the replacement of the QEW/Erin Mills Parkway - Southdown Road Overpass. G.W.P. 166-86-00.

Queen Elizabeth Way/Royal Windsor

Drive Oakville, Ontario

Project Manager for foundation design and investigation for the new underpass at Royal Windsor Drive as part of the Queen Elizabeth Way widening project. W.P. 67-98-00.

Queen Elizabeth Way/Red Hill Creek

Expressway Hamilton, Ontario

Project Director for foundation investigation and design for preliminary and detailed design phases of design for two interchanges with Queen Elizabeth Way: Burlington Street and Red Hill Creek Expressway. The project includes nine bridges and substantial fill embankments. W.P. 441-97-00.

Mountainview Road over Silver Creek

Georgetown, Ontario

Project Manager for geotechnical investigation for the realignment of Mountainview Road including bridge over Silver Creek. Project included design input toward major embankment construction for the road across the environmentally sensitive Silver Creek valley. Mechanically stabilized soil solutions were investigated and utilized to steepen the embankment side slopes to limit the impact on the valley.

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Neyagawa Boulevard Bridge

Oakville, Ontario

Project Manager for the geotechnical investigation for the new road which follows along the east side of Sixteen Mile Creek and includes the bridge over a tributary to the creek. The investigation was carried out without borehole drilling in the valley in order to minimize disruption in this environmentally sensitive area. Confirmation of design parameters for foundations in the valley was then carried out during construction by specifications in the contract.

Rebecca Street Bridge Oakville, Ontario

Project Manager for the geotechnical investigation for the extension of Rebecca Street over the environmentally sensitive Bronte Creek valley. Involvement continued from preliminary design through to final design and construction. The size of the pier foundations required within the valley were minimized by using caissons in order to limit the construction impacts down in the valley.

PROJECT EXPERIENCE – TUNNELLING Herridge Feedermain

and Bexhill Twin Forcemains

Region of Peel, Ontario

Project Director for the geotechnical investigation and report preparation for the 6.5 km 2100 mm diameter feedermain from Lorne Park WTP to Herridge Reservoir and 2 km of twin forcemains along Lakeshore Road in Mississauga. The feedermain involved about 6 km of tunnel within the Georgian Bay shale bedrock at depths of up to 28 m and the remainder constructed in open cut. The twin forcemains were constructed in open cut with a portion installed using pipe ramming techniques. Work included planning, conducting and evaluating subsurface investigations, preparation of geotechnical design report and periodic inspections and geotechnical input during construction.

West Trunk Sewer Mississauga, Ontario

Project Director for a geotechnical investigation for a 3 m diameter, 13.6 km long trunk sewer in the City of Mississauga. Work included the preparation of a Geotechnical Data Report, Geotechnical Design Report and a geotechnical Baseline Report as well as several peer review workshops.

Mission Valley East LRT

San Diego, California, USA

Project Director for the investigation and design phase of the underground section of the new Mission Valley East extension of San Diego’s rail transit system. Work included planning and evaluating subsurface investigations, preparation of Geotechnical Design and Baseline Reports, and consultation during preparation of plans and specifications regarding excavation shoring, tunneling, foundations, instrumentation and excavation induced damage to adjacent facilities. Major elements of the project included an 11 m by 9 m, 320 m long tunnel constructed using soft ground sequential excavation techniques (NATM) in cemented soils, as well as cut-and-cover excavations up to 17 m deep adjacent to existing structures and beneath an urban arterial road, through complex topography.

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Rapid Transit Expansion Program -

Spadina Subway Extension

Toronto, Ontario

Project Manager for the geotechnical and geo-environmental investigation and design for the 2 km long extension of the Spadina Subway from Wilson Station. The project included an at grade rail section extending to a portal with a 1 km length of cut-and-cover construction for the running box and new station extending under Sheppard Avenue. Soils and Groundwater Management Strategy studies were completed for each of the four contracts involved. Services included consultation during construction for excavation works and supervision of a caisson load test carried out to confirm design parameters for foundation support of the bus transfer facilities structures.

Rapid Transit Expansion Program -

Yongs and Spadina Loop

Toronto, Ontario

Project Manager for the Environmental Assessment phase study/functional design for the Yonge and Spadina Loop. The project involved assessment of a potential nine routes for the subway alignment including at grade sections and tunnel sections to provide a link between the existing Yonge and Spadina Lines.

Metro Toronto Convention Centre

Service Tunnel Toronto, Ontario

Project Manager for the geotechnical assessment of construction options for the 5.5 m diameter, horse shoe shaped tunnel linking the existing convention centre and the proposed expansion. The tunnel is to provide a passage for pedestrian and service traffic between the two buildings and extends across the CN Rail corridor. Consideration was given to open cut and tunnelling techniques through the overburden at shallow depth below the tracks.

South Leaside Storm Sewer and Outfall

Toronto, Ontario

Project Manager for geotechnical investigation, geotechnical design and construction review for the 1.5 km long sewer tunnel as part of the South Leaside sewer separation project. The 2.1 m diameter sewer was constructed through variable soil conditions at depths ranging from 8 m to 30 m below ground surface. The geotechnical input included optimization of the vertical alignment of the outfall and recommendations for appropriate tunnelling techniques. The sewer was constructed using a Lovat tunnel boring machine.

South Shore Interceptor Tunnel

Barrie, Ontario

Project Engineer for the geotechnical investigation, design and construction review of about 750 m of sewer installation. The 1.2 m diameter sewer had invert level at about 10.5 m to 23 m depth below ground surface and about 10 m below the groundwater level. A pump test was carried out to assess dewatering requirements in one section of the alignment where water bearing sands were anticipated. The sewer was constructed using a tunnel boring machine.

PROFESSIONAL AFFILIATIONS Registered Professional Engineer, Ontario Member, Canadian Geotechnical Society Member, Engineering Institute of Canada Past Director, Consulting Engineers of Ontario Past Chair of the Board, Consulting Engineers of Ontario

Past Chair of the Board, Association of Consulting Engineering Companies – Canada Member, Canadian Society of Civil Engineers

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APPENDIX 2 Form 53, Acknowledgment of Expert's Duty for Anne Poschmann

August 27, 2015 Report No. 1532874

Documents

Ontario Municipal Board Hearing - Oakville planning/omb-da... · For additional details, please see my appended Curriculum Vitae (Appendix 1). 1.2. I graduated from Queens University