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HomeMy WebLinkAboutDSD-2024-160 - Heritage Permit Application HPA-2024-IV-08 10 Duke Street West Partial Demolition with Retention of the Front, East Side, and Portion of West Side Facade and Construnction of 45-Storey Mixed-Use BuildingStaff Report Development Services Department www.kitchener.ca REPORT TO: Heritage Kitchener DATE OF MEETING: May 7, 2024 SUBMITTED BY: Garett Stevenson, Director of Development and Housing Approvals, 519-741-2200 ext. 7070 PREPARED BY: Jessica Vieira, Heritage Planner, 519-741-2200 ext. 7291 WARD(S) INVOLVED: Ward 10 DATE OF REPORT: April 22, 2024 REPORT NO.: DSD -2024-160 SUBJECT: Heritage Permit Application HPA-2024-IV-08 10 Duke Street West Partial Demolition with Retention of the Front, East Side, and Portion of West Side Fagade and Construction of 45 -Storey Mixed - Use Building RECOMMENDATION: That pursuant to Sections 30(2), 33, and 34 of the Ontario Heritage Act, Heritage Permit Application HPA-2024-IV-08 for the property municipally addressed as 10 Duke Street West be approved to permit: 1. The partial demolition of the building, excluding the front (south) fagade, east side fagade, and part of the west side facade; and 2. The construction of a 45 -storey mixed-use building with retained portions of the original building integrated into the podium Subject to the following conditions: a) That the final Heritage Impact Assessment be submitted and approved by the Director of Development and Housing Approvals prior to the issuance of the heritage permit; b) That the final Conservation Plan, including a Salvage and Documentation Plan and Commemoration and Interpretation Plan, be submitted and approved by the Director of Development and Housing Approvals and the City's Heritage Planner prior to the issuance of the heritage permit; c) That the final Temporary Protection Plan, including a Demolition and Stabilization Plan and Structural Assessment Report, be submitted to the *** This information is available in accessible formats upon request. *** Please call 519-741-2345 or TTY 1-866-969-9994 for assistance. Page 153 of 688 satisfaction of the City's Manager of Development Review and the City's Heritage Planner prior to the issuance of a Heritage Permit; d) That the final Risk Management Plan, including the Vibration Monitoring Report, be submitted to the satisfaction of the City's Manager of Development Review and the City's Heritage Planner prior to the issuance of a Heritage Permit; e) That final building elevations be submitted for review to the satisfaction of the City's Manager of Development Review in conjunction with Heritage Planning Staff and Urban Design Staff prior to the issuance of the heritage permit; f) That the final demolition permit be reviewed, and heritage clearance provided by Heritage Planning Staff prior to the issuance of a demolition permit; and g) That the final building permit be reviewed, and heritage clearance provided by Heritage Planning Staff prior to the issuance of a building permit. REPORT HIGHLIGHTS: • The purpose of this report is to present the proposed redevelopment of the subject property municipally addressed as 10 Duke Street West. The redevelopment includes the retention in full of the front and east side fagade of the building as well as part of the west side fagade, to be integrated into the podium of a new 45 -storey mixed-use building. • The key finding of this report is that though partial demolition is proposed, the majority of the building is to be retained and identified heritage attributes, including the contextual value of the property, will be maintained while allowing for the intensification and use of a currently vacant and under-utilized site. • There are no financial implications. • Community engagement included consultation with the Heritage Kitchener Committee This report supports the delivery of core services. EXECUTIVE SUMMARY: Heritage Permit Application HPA-2024-IV-08 applies to the property municipally addressed as 10 Duke Street West, and proposes the partial demolition of the existing building while retaining the entirety of the front and east side fagade and a portion of the west side fagade to be integrated into the podium of a new 45 -storey mixed-use building. The subject property is currently listed as a non -designated property of cultural heritage value or interest on the Municipal Heritage Register. A Notice of Intention to Designate was passed by Council on April 8, 2024, though a designation by-law has not yet been passed. A draft Heritage Impact Assessment (HIA) was completed as part of the site plan application for this proposed work, in addition to a number of other studies including a Conservation Plan with Salvage and Documentation Report and Commemoration Plan and a Stabilization and Demolition Plan with a Structural Assessment Report. Through the completed studies recommendations and strategies have been formed and implemented which will allow for the conservation of the heritage value and significance of the subject property while the new construction takes place. A summary of each of the submitted supporting material is provided in this report. Page 154 of 688 BACKGROUND: The Development Services Department is in receipt of Heritage Permit Application HPA- 2024-IV-08, which seeks permission for the partial demolition of the building on the property municipally addressed as 10 Duke Street West, where the entirety of the front and east side fagade as well as a portion of the west side fagade will be retained and incorporated into the podium of a new mixed-use development. The proposed development will be 45 -storeys in height, with the podium levels containing commercial, office, amenity, and parking while the tower will provide for 499 residential units. The proposed is part of an active site plan application (SP22/104/D/AP). 10 Duke Street West is currently listed as a non -designated property of cultural heritage value or interest on the Municipal Heritage Register. A motion to publish a Notice of Intention to Designate the subject property under Part IV of the Ontario Heritage Act was passed by Council on April 8, 2024. Council resolved the following: "That pursuant to Section 29 of the Ontario Heritage Act, the Clerk be directed to publish a Notice of Intention to Designate the property municipally addressed as 10 Duke Street West as being of cultural heritage value or interest, as outlined in Development Services Department report DSD -2024-133." The Notice of Intention to Designate was published on April 12, 2024. Though a designating by-law has not yet been passed by Council, the conditional approval of the site plan requires that the designating by-law be passed under Part IV of the Ontario Heritage Act prior to Site Plan Approval. It is anticipated that the designating by-law will go before Council on May 27, 2024, and passed within the requisite 120 day timeframe of the ad being published. Through the designing by-law, the design and physical, historical and associative, and contextual value of 10 Duke Street West will be recognized. A summary of the Ontario Regulation 9/06 criteria that is met or not met is provided in the table below. Criteria Criteria Met (Yes/No) 1. The property has design value or physical value because Yes it is a rare, unique, representative or early example of a style, type, material, or construction method. 2. The property has design value or physical value because No it displays a high degree of craftsmanship or artistic merit. 3. The property has design or physical value because it No demonstrates a high degree of technical or scientific achievement. 4. The property has historical value or associative value Yes because it has direct associations with a theme, event, belief, person, activity, organization or institution that is significant to a community. 5. The property has historical or associative value because Yes it yields, or has the potential to yield, information that contributes to an understanding of a community or culture. Page 155 of 688 6. The property has historical value or associative value No because it demonstrates or reflects the work or ideas of an architect, artist, builder, designer or theorist who is significant to a community. 7. The property has contextual value because it is Yes important in defining, maintaining or supporting the character of an area. 8. The property has contextual value because it is Yes physically, functionally, visually, or historically linked to its surroundings. 9. The property has contextual value because it is a Yes landmark. The heritage attributes identified in the proposed Statement of Significance to accompany the designating by-law are as follows: • Exterior elements related to the Colonial Revival architectural style of the building, including: o Red Flemish brick; o Rectangular plan; 0 11 bays along Duke Street and 6 bays along Queen Street; o Segmentally flat windows openings with brick voussoirs; 0 8/12 windows with limestone sills; o Main entrance door with door surround, transom and entablature; o The limestone band between 2nd and 3d floors; and o The parapet along the roofline. • Interior elements including: o Brass elements: Stair railings, newel post caps and wall grilles; and, o Roman Travertine tile in vestibule entrance and lobby. • Elements related to the contextual value of the subject property and its status as a landmark, including: o Prominent location at the intersection of Duke Street West and Queen Street North; o Balanced front and side fagades; and o The massing of the building fronting onto both Duke Street West and Queen Street North. REPORT: The subject property is located on the north-west corner of the Duke Street West and Queen Street North intersection, within the City Commercial Core of the City of Kitchener, Region of Waterloo. At present it contains a vacant three-storey commercial brick building, constructed c. 1949 in the Colonial Revival architectural style. Page 156 of 688 �• IAr tale , .' sv e` 104 E41 oil o-� 4.tal ml fit The Regency, C ST sp 49 ` CITY COMMERCIAL. FORE • •! r �► a .q �� g4(7 oo Q d,tli ' wi.1r) `Iy.� as �{l 32 flec *home Murk! 30 Q� ROOF C2-2 6�j 4D yrv2@ , ,; t'r.Wl x irrwr N /72 Figure 1: Location Map of Subject Property Figure 2: Front (South) Facade of Subject Property Page 157 of 688 Proposed Development The proposed redevelopment contemplates the construction of a new 45 -storey mixed-use building on site, with the retained front and side fagades of the existing building on 10 Duke Street West integrated into the podium. The podium will continue to support commercial uses, in addition to office, amenity, and parking spaces. The remaining levels of new construction will accommodate 499 residential units. The applicants worked with Heritage Planning Staff and their retained heritage consultants in the design of the podium. It will be setback and lifted from the retained facades, creating greater visual separation between the heritage resource and the new construction to ensure that attention is directed towards the heritage resource and its prominence along the street front is maintained, in addition to preserving a pedestrian scale. The proposed surrounding material will be clear or neutral glazing, which keeps the new construction complementary to but distinct from the original building. Figure 3: Rendering of Front (South) and Side (East) of Proposed Development Page 158 of 688 oux Figure 4: Architectural Drawing of East Side Fagade of Proposed Development ffim � z wEmrrmiuM ate........ Figure 5: Architectural Drawing of West Side Fagade of Proposed Development The following sections provide a summary of the studies and plans requested as part of the development process. The intent of these key documents are to provide a detailed explanation of the work proposed, the methodology involved to carry out the work proposed, and how the protection and conservation of the identified heritage resource will be ensured during the duration of the work being undertaken. Draft Heritage Impact Assessment McCallum Sather was retained by the applicants to complete a Heritage Impact Assessment (HIA) for the proposed planning application. The HIA is intended to both identify cultural heritage resources involved in the planning application and determine potential impacts that may result due to the proposed development, as well as provide recommended mitigation measures. The HIA completed by the heritage consultants and revised January 2024 established that the subject property is a significant cultural heritage resource and meets the criteria for Page 159 of 688 designation, with both exterior and interior heritage attributes being identified. The analysis of potential impacts as a result of the proposed development was completed using the framework provided by the Ministry of Heritage, Sport, Tourism, and Culture Industries Info Sheet #5 Heritage Impact Assessments and Conservation Plans. A summary is provided below. Impact Analysis Destruction of any, or part of any, Partial demolition is proposed, though the significant heritage attributes or features. majority of the exterior envelope is being proposed so this impact is determined to be minor. The majority of exterior heritage attributes will remain. While significant change is proposed to the interior, interior heritage attributes have been identified, documented, and are proposed to be salvaged and reused in the new construction. Alteration that is not sympathetic, or Partial demolition is proposed, though the incompatible, with the historic fabric and majority of the exterior envelope is being appearance. proposed so this impact is determined to be minor. The new construction incorporates setbacks and stepbacks as well as complementary material so that is it distinguishable but distinct from the original building. Shadows created that alter the viability A shadow impact analysis has been done of a heritage attribute or an associated and found that there are some shadows cast natural feature or plantings, such as a on the adjacent properties at 49 Queen St N garden. and 30-32 Duke St W/141 Ontario St N. These properties are listed as non- designated properties of cultural heritage value or interest on the municipal heritage register. The duration of the shadows cast is minimal and this impact is considered to be minor. Shadow impacts have been minimized through the use of appropriate setbacks and reduction of the tower floor plate. Isolation of a heritage attribute from its The original building remains in-situ and the surrounding environment, context or a new construction has been setback from the significant old. As such there are no impacts. relationship. Direct or indirect obstruction significant No significant views or vistas were identified views or vistas within, from or of built with, to, or from the subject property. As the and natural features. original building is remaining in place, the street -front facades are being retained in Page 160 of 688 The draft HIA made the following recommendation to mitigate the impacts of the proposed development: • The new building should use setbacks on the east fagade at ground level to give a clear buffer and more visual prominence to the existing building. • Measured drawings and photographs of the existing building should be prepared. • A condition assessment of any affected heritage attributes and heritage conservation drawings for construction prepared by a qualified consultant reflecting construction methodology in accordance with the conservation standards outlined in Section 3.3. • Monitoring of the existing building throughout the entire project should be done by a qualified professional in order to proactively address unforeseen complications. • Repairs to the original building, if needed, are to be completed with compatible materials and methods as per best practices. • Alterations should be completed in such a way that it does not cause irreparable loss of original fabric and in the future, alterations can be taken down or changed back without negative impact to the original. • Salvage and store any demolished heritage attributes for reuse in the new construction wherever possible. These elements should be incorporated in visible areas including, but not limited to, exterior and/or interior side of entryways, vestibules, lobby and amenity spaces. • 10 Duke Street West is recognized for its design, contextual, historical and associative values. We recommend designation of the proposed retained facades of the Economical Insurance building built in 1949 as it satisfies the criteria for designation as per Ontario Regulation 9/06. Alternative development options, including retention of the building in full, was explored during the planning process and is discussed in the draft Heritage Impact Assessment. This option was determined to not be feasible given the size of the site, the relative size and Page 161 of 688 their entirety, and the new construction has been setback from the old, visibility of the original building is maintained. A change in land use where the change The original use as office space is being in use may impact the property's CHVI; maintained. Though additional uses such as residential and amenity spaces are to be added. Land disturbances such as a change in There are no proposed changes in grade grade that alters soils and drainage level. Potential land disturbances that may patterns which may adversely affect a occur with the construction process are to be cultural heritage resource. mitigated through propose stabilization and monitoring through all phases of the project. This includes vibration monitoring and regular inspections. Should unexpected damage occur, work is to halt and a discussion with qualified professionals will occur on how remediation might be approached. The draft HIA made the following recommendation to mitigate the impacts of the proposed development: • The new building should use setbacks on the east fagade at ground level to give a clear buffer and more visual prominence to the existing building. • Measured drawings and photographs of the existing building should be prepared. • A condition assessment of any affected heritage attributes and heritage conservation drawings for construction prepared by a qualified consultant reflecting construction methodology in accordance with the conservation standards outlined in Section 3.3. • Monitoring of the existing building throughout the entire project should be done by a qualified professional in order to proactively address unforeseen complications. • Repairs to the original building, if needed, are to be completed with compatible materials and methods as per best practices. • Alterations should be completed in such a way that it does not cause irreparable loss of original fabric and in the future, alterations can be taken down or changed back without negative impact to the original. • Salvage and store any demolished heritage attributes for reuse in the new construction wherever possible. These elements should be incorporated in visible areas including, but not limited to, exterior and/or interior side of entryways, vestibules, lobby and amenity spaces. • 10 Duke Street West is recognized for its design, contextual, historical and associative values. We recommend designation of the proposed retained facades of the Economical Insurance building built in 1949 as it satisfies the criteria for designation as per Ontario Regulation 9/06. Alternative development options, including retention of the building in full, was explored during the planning process and is discussed in the draft Heritage Impact Assessment. This option was determined to not be feasible given the size of the site, the relative size and Page 161 of 688 position of building on site, and the construction and load-bearing capabilities of the existing building which would limit what could be built at the rear of the property or on top of the existing building. Relocation of the building was also explored but determined to not be a desirable approach due to the loss of the contextual value that would result. Draft Conservation Plan A draft Conservation Plan (CP) dated April 25, 2022, revised January 2024, and prepared by McCallum Sather has been submitted to the City. The intent of the CP is to address how identified heritage resources and attributes will be conserved using appropriate conservation principles. This includes an assessment and documentation of existing conditions and recommendations for short, medium, and long-term conservation measures. Short-term measures usual involves any conservation work to be undertaken prior to construction, medium-term measures relate to activities during and immediately following the completion of construction, and long-term measures consist of monitoring and conservation to be done for the life of the development. These measures have been summarized from the CP in the table below. Conservation Measure Type Measure Short-term • Salvage of identified interior and exterior elements. • Partial demolition of the heritage building including stabilization of the retained facades, as outlined in the stabilization plan. • Hoarding and protection for demolition and construction, including the installation of a temporary entry door and plywood cover at the front entrance, cornice and carved corbel brackets, and building corners. • Moisture integrity and protection of building envelope (ongoing measure to be implemented in the short term and executed through the medium and long term). • Monitoring implementation (ongoing measure to be implemented in the short term and executed through the medium and long term). Medium-term • Minor patching, repointing, or pinning with salvaged materials as needed. • Repair of masonry and limestone mortar joints or other limestone elements. • Front door restoration or replacement. • Restoration by replacement of any identified elements with significant damage or deterioration greater than the possible scope of repair. Where repair is not feasible and replacement can not be completed with salvaged material, like -for -like material shall be found. Page 162 of 688 Other recommendations of the conservation include the re -installation of interior heritage elements, the installation of signage that is contemporary but compatible and easily reversable in design, and the installation of exterior lighting that complement the architectural details of the building while increasing safety and security. Salvage and Documentation Salvage and Documentation has been included as part of the prepared Conservation Plan. It provides an inventory of the built heritage fabric that can be salvaged from the subject property before or during the partial demolition. Items identified for salvage are as follows: :erm p • Basement window infill using similar textured but Original Location lighter -toned limestone, set back to show the 1 previous existence of the openings. North Facade - As highlighted in Figure 17 • Window replacement using new models that are compatible in appearance and character with the structures original windows. Existing windows are 2 not original and detract from the cultural value of North Facade - As highlighted in Figure 17 the building. • Cleaning of masonry and limestone. Long-term • Maintenance including routine clean up. 3 • Monitoring of the condition of the building. North Facade- As highlighted in Figure 17 • Warranty inspection and condition assessment inspections. Other recommendations of the conservation include the re -installation of interior heritage elements, the installation of signage that is contemporary but compatible and easily reversable in design, and the installation of exterior lighting that complement the architectural details of the building while increasing safety and security. Salvage and Documentation Salvage and Documentation has been included as part of the prepared Conservation Plan. It provides an inventory of the built heritage fabric that can be salvaged from the subject property before or during the partial demolition. Items identified for salvage are as follows: :erm p Item Description Original Location Proposed Location 1 Red Flemish brick North Facade - As highlighted in Figure 17 A dedicated controlled and monitored storage room in the corner of a parking level - 2 Brick voussoirs North Facade - As highlighted in Figure 17 A dedicated controlled and monitored storage room in the earner of a parking level - 3 Two stone sills North Facade- As highlighted in Figure 17 Adedicated controlled and monitored storage room in the corner of a parking level - 4 Part of the stone hand between North Facade- As highlighted in Figure 17 Adedicated controlled and monitored storage 2nd and 3rd floors room in the corner of a parking level. 5 Part ofthe stone band below the North Facade- As highlighted in Figure 17 Adedicated controlled and monitored storage parapet room in the corner of a parking level- s Pilasters capitals and base & North facade - As highlighted in Figure 17 Adedicated Controlled and monitored storage Corner cornice piece (1) room in the corner of a parking level - 7 Solid panels of white roman tray- Entrance Lobby along Duke Street Adedicated controlled and monitored storage ertine stone room in the corner of a parking level - a Solid brass convector grilles Entrance Lobby along Duke Street Adedicated controlled and monitored storage room in the earner of a parking level. Figure 6: Inventory of Salvaged Material (Excerpt from Conservation Plan) Some of the reclaimed material is proposed to be kept in a controlled and monitored storage room on site, to be used for future required repairs and maintenance of the building. Other Page 163 of 688 interior elements are recommended to be incorporated into the new vestibule and shared lobby of the building. Commemoration and Interpretation Plan The draft Conservation Plan has also included a Commemoration and Interpretation Brief. The focus of the commemoration strategy for 10 Duke Street lies in the retention and incorporation of the front, east side, and partial west side fagades of the original building into the new construction. However, a heritage plaque is also proposed to be installed within the front landscaped area long the Duke Street fagade. The location is to be publicly accessible and will provide viewers with information about the site's history and significance. The exact design and content of the plaque is still in the draft stage. 10 DUKE STREET WEST Economical Fire Insurance Company of Berlin NNW the Economical Mutual Fire insurance Company of Berlin. Ontario, was founded in 1871, when it Issued its €rest policy on a house and barn, on November 25th, 1671. At the time, the small town of Berlin had .-, r7 r G� population of 2.143 persons. and people were motivated by the fear w fife which was always present through knowiedge of great fares sti,ch as, St. John's, Newfoundland, in 1816, Chx4)ec City in 1945 and 1866, Ottawa and Bull in 1900, and Toronto in 1504. to name onN a few- Fire insurance in small centres such as Berlin was expensive and difficult to obtain at the time - The first company office was located an Queen Street North in Beftrn, ON. I nom 1911 - 1948, ECtirnomRUM occupied 4 different office buildings in Berlin- T he rapid growth of the company post-Worid War 11 resulted in the need for a larger and more modern premfse- In 1949, the present site at fluke and Queen Streets was acquired, and the Torcanto-based architecture firm of Messrs. Mathers & haldenby were commissioned to design a new head office on the site. Mainers & Halderalby Architects are weal known for their work on a number of notable buildings in Toronto, including the Robarts Library at University of Toronto Campus. Queen's Park Complex, Roy rhompson Hall, as well as the Public Archives and National library Building in Ottawa_ aconomacal Mutual Iire Insurance occupied the building ffom it's opening on I ebruaQ22, 1952 until 1989. the heritage value of 10 Duke St. W resides in the following architectural characteristics that are indicative of the Colonial Revtval architectural style: red flermshWick. rectangular plan, iepeatiangbays, segmented windows openings w*th brick voussdxdrs. 9/12 windows with stone sills, main entrance door with door surround, transom and entablature, stone band between 2nd and 3rd floors; and a strong parapet along the roofline. Figure 7: Proposed Content of t he Commemorative Plaque Draft Structural Assessment and Retention Plan A Structural Assessment and Retention Plan has been completed by John G. Cooke & Associates Ltd, dated November 17th, 2023 and most recently revised March 28, 2024. The report includes a visual assessment and inspection of the building on the subject property to determine existing conditions and structure. The findings of this report were used to inform detailed design and construction approach of the new development. Sketches of key typical Page 164 of 688 details identified during inspection are included in Appendix A of the Structural Assessment and Retention Plan. A retention approach (stabilization plan) forms the second part of the submitted plan. This section details the proposed method to retain the existing south, east, and partial west fagades in-situ during construction of the new building. The existing structural steel framing of the retained walls will be further supported with new temporary steel bracing and lateral support members, the later of which may be removed once the loads are transferred to new floors to be installed. Recommendations to disconnect material and conduct the partial demolition is also included. The portions of the existing fagade to remain are proposed to be separated from those to be demolished by way of saw -cutting, as an appropriate mortarjoint line the exterior wythe. After it is recommended that the wall ends be temporarily capped with plywood and a membrane, to mitigate water infiltration or other damage until the ends are permanently tied into the new building envelope. Saw -cutting is also the recommended methodology to separate the portion of floor slabs to be demolished from those that are to remain. The specific sequencing of the demolition and stabilization is provided in Section 5.1 of the Structural Assessment and Retention Plan. Risk Management Plan A Risk Management Plan dated April 4, 2024 has been prepared on behalf of the applicants by John G. Cooke & Associates Ltd. The intent of the Risk Management Plan is to identify potential physical risks to the original building that may occur during the construction period and provide a response or strategy to be implemented to mitigate said risks. The Risk Management Plan details risks that may result from construction activities, including impact or spill damage, fire, or work performed not in accordance with approved plans. It also identifies vibration risks, weather risks, and other risks such as vandalism or schedule delays. The detailed response to each risk identified is provided in Section 6: Risk Assessment Table of the Risk Management Plan. It also identifies which parties involved in the proposed project should be contacted and what their responsibilities would be should an identified risk occur. Vibration Monitoring Plan While completed as a separate report, the Vibration Monitoring Plan forms part of the Risk Management Plan. It identifies that overall, vibration from excavation is expected to be relatively minimal, with general vibration from other construction stemming from equipment use. The Vibration Monitoring Plan recommends proceeding within the following limits for construction, to mitigate effects on the historic building including any possible deteriorated material or sensitive finishes: • 3 mm/s for vibrations less than 10 Hz • 3 to 8 mm/s for vibrations between 10 to 50 Hz, to be interpolated linearly • 8 to 10 mm/s for vibrations between 50 to 100 Hz, to be interpolated linearly, and • 10 mm/s for vibrations above 100 Hz Page 165 of 688 Monitoring is recommended to be implemented through the placement of two tri -directional digital seismographs, to be securely affixed to the fagade. A1ION Figure 8: Proposed Locations of Vibration Monitors Should the monitors report an exceedance event, an automated email will be sent to the contractor, property owner, and appropriate consultants. Should the exceedance not be the result of disturbing the monitoring equipment of very localized activity around it, and the consultant considers the exceedance to be significance, then the site will be reviewed for damage that may have resulted and construction activity will be modified to avoid further harm. Heritage Planning Comments In reviewing this application, Heritage Planning Staff note the following: • The existing building is currently listed as a non -designated property of cultural heritage value or interest on the City's Municipal Heritage Register-, • A Notice of Intention to Designate was published on April 12, 2024, to designate the existing building-, • The designating by-law to be passed by Council will ensure that the fagade and heritage attributes of the building will be protected in the case of future applications-, • Retention of the building in full was explored during the planning process. However, the size of the lot and the size and position of the building drastically reduce the feasibility of new construction at the rear of the site. Further, the existing building was not constructed to and cannot support the addition of 40 storeys above it while remaining structurally stable without serious and costly intervention which may impact the integrity of the existing fagades. • While facadism is not a preferred practice in heritage conservation, in the context of this proposed development it is the approach that balances interests while allowing for the intensification of the site. The entirety of the front and east side facades as well as a portion of the west side fagade will be integrated into the podium and will allow for the retention of most identified heritage attributes as well as maintain the contextual significance of the building. Page 166 of 688 • The submission of supporting plans and studies, summarized in the report above, details the specifics on how the identified heritage resource and attributes will be adequately protected and conserved pre -construction, during construction, and after construction activities. The submission of these documents in a requirement to be completed prior to any activity commencing on site, prior to the issuance of final site plan approval, and/or prior to the issuance of the final heritage permit. Heritage Planning Staff have also assessed the proposed work against the best practices and guidelines from the following provincial documents. The Guiding Principles in the Conservation of Historical Properties The Guiding Principles in the Conservation of Historical Properties, prepared by the Ministry of Citizenship and Multiculturalism and endorsed by the Ontario Heritage Trust, provide a framework for decision making in architectural conservation, so that interventions respect or minimize affects on character, features, and context. The proposed work complies with the eight principles; in particular the following are met. • Respect for documentary evidence — do not base restoration on conjecture. Conservation work should be based on historical documentation, such as historical photographs, drawings and physical evidence. • Respect for the original location — do not move buildings unless there is no other means to save them. Site is an integral component of a building. Any change in site diminishes heritage value considerably. • Respect for historical material — repair or conserve rather than replace building materials and finishes, except where absolutely necessary. Minimal intervention maintains the historical content of the resource. • Legibility— new work should be distinguishable from old. Buildings should be recognized as products of their own time, and new additions should not blur the distinction between old and new. The Standards and Guidelines for the Conservation of Historic Places in Canada The Standards and Guidelines for the Conservation of Historic Places in Canada is a pan - Canadian collaboration between different federal, provincial, and territorial governments. While it does not constitute legislation, it does provide sound and practical guidance to achieve good conservation practice. It is a tool that has been adopted by many governing bodies of different scales. The proposed work for 10 Duke Street West complies with the following general standards identified within the document: • Standard 1 — Conserve the heritage value of an historic place. Do not remove, replace or substantially alter its intact or repairable character defining elements. Do not move a part of an historic place if its current location is a character -defining element. • Standard 3 — Conserve heritage value by adopting an approach calling for minimal intervention. • Standard 4 — Recognize each historic place as a physical record of its time, place and use. Do not create a false sense of historical development by adding elements from other historic places or other properties, or by combining features of the same property that never coexisted. Page 167 of 688 • Standard 7 — Evaluate the existing condition of character -defining elements to determine the appropriate intervention needed. Use the gentlest means possible for any intervention. Respect heritage value when undertaking an intervention. • Standard 8 — Maintain character -defining elements on an ongoing basis. Repair character -defining elements by reinforcing their materials using recognized conservation methods. Replace in kind any extensively deteriorated or missing parts of character -defining elements, where there are surviving prototypes. • Standard 9 — Make any intervention needed to preserve character -defining elements physically and visually compatible with the historic place and identifiable on close inspection. Document any intervention for future reference. The proposed work also complies with a number of the detailed guidelines relating to the conservation, rehabilitation, and restoration of built elements. Additional Comments Further, Heritage Planning Staff are generally in agreement with the findings and conclusions of the revised Heritage Impact Assessment (HIA) dated November 22, 2021 and most recently revised January 2024. Though some of the building is proposed to be demolished, the majority is conserved and will be integrated into the new development, protecting identified heritage attributes and maintaining the contextual significance of the site. Further, portions of the building are proposed to be salvaged and stored to be used in the continued upkeep and maintenance of the building. Heritage Planning Staff agree with the measures outlined in the HIA and are of the opinion that the recommended measures, in addition to other identified conditions, will be sufficient in appropriately protecting, conserving, and integrating the heritage resource. The approval of an application under the Ontario Heritage Act is not a waiver of any of the provisions of any legislation, including but not limited to the requirement of the Ontario Building Code and Kitchener's Zoning By-law. In this regard, the applicant is advised that full site plan approval and a building permit are still required. STRATEGIC PLAN ALIGNMENT: This report supports the delivery of core services. FINANCIAL IMPLICATIONS: Capital Budget — The recommendation has no impact on the Capital Budget. Operating Budget — The recommendation has no impact on the Operating Budget. COMMUNITY ENGAGEMENT: INFORM — This report has been posted to the City's website with the agenda in advance of the Heritage Kitchener Committee meeting. CONSULT — Heritage Kitchener has been consulted. Page 168 of 688 PREVIOUS REPORTS/AUTHORITIES: • Ontario Heritage Act, 1990 • Draft Heritage Impact Assessment (HIA) 10 Duke Street West • Notice of Intention to Designate 10 Duke Street West REVIEWED BY: Garett Stevenson, Director of Development and Housing Approvals APPROVED BY: Justin Readman, General Manager, Development Services ATTACHMENTS: Attachment A — Heritage Permit Application HPA-2024-IV-08 Attachment B — Heritage Impact Assessment Attachment C — Cultural Heritage Conservation Plan Attachment D - Structural Assessment and Retention Plan Attachment E — Risk Management Plan Attachment F — Vibration Monitoring Plan Page 169 of 688 2024 HERITAGE PERMIT APPLICATION & SUBMISSION REQUIREMENTS �—� Development & Housing Approvals .L 200 King Street West, 6t" Floor MNER Kitchener ON N2G 4V6 519-741-2426; plan ning@kitchener.ca STAFF USE ONLY Date Received: Accepted By: Application Number: H PA - PART B: HERITAGE PERMIT APPLICATION FORM 1. NATURE OF APPLICATION Page 7 of 10 ❑ Exterior ❑ Interior ❑ Signage 2 Demolition ❑ New Construction ® Alteration ❑ Relocation 2. SUBJECT PROPERTY Municipal Address: 10 Duke Street West, Kitchener, ON N2H 3W4 Legal Description (if know): Building/Structure Type: ❑ Residential ® Commercial ❑ Industrial ❑ Institutional Heritage Designation: ® Part IV (Individual) ❑ Part V (Heritage Conservation District) Is the property subject to a Heritage Easement or Agreement? ❑ Yes ® No 3. PROPERTY OWNER Name: Vanmar Developments Duke LP Address: 145 Goddard Crescent City/Province/Postal Code: Cambridge, ON N3E 0131 Phone: Email: 4. AGENT (if applicable) Name: Paul Leveck Company: Urban Legend Developments Ltd. Address: 300-22 King Street S Waterloo ON City/Province/Postal Code: Waterloo, ON N2J1N8 Phone: Email: Working together • Growing thoughtfully • Building community rage 2024 5. WRITTEN DESCRIPTION Page 8 of 10 Provide a written description of the project including any conservation methods proposed. Provide such detail as materials to be used, measurements, paint colours, decorative details, whether any original building fabric is to be removed or replaced, etc. Use additional pages as required. Please refer to the City of Kitchener Heritage Permit Application Submission Guidelines for further direction. See Heritage Conservation Plan, submitted 25 April 2022, revised 1 Janary 2024 6. REVIEW OF CITY OF KITCHENER HERITAGE PERMIT APPLICATION SUBMISSION GUIDELINES Describe why it is necessary to undertake the proposed work: Conditional Site Plan Approval received for proposed demolition, retention, and conservation strategy Describe how the proposal is consistent with the Part IV individual designating by-law or the Part V Heritage Conservation District Plan: The property is in the process of being designated under Part IV of the Ontario Heritage Act The property's primary elevation, attributes, and value will be preserved. Describe how the proposal is consistent with Parks Canada's Standards and Guidelines for the Conservation of Historic Places in Canada (www.historicplaces.ca/en/pages/standards-normes.aspx): See the Heritage Conservation Plan and Risk Assessment Plan submitted in conjunction with this application 7. PROPOSED WORKS a) Expected start date: TBD Expected completion date: TBD b) Have you discussed this work with Heritage Planning Staff? ® Yes ❑ No - If yes, who did you speak to? c) Have you discussed this work with Building Division Staff? ® Yes ❑ No - If yes, who did you speak to? d) Have you applied for a Building Permit for this work? ❑ Yes ® No e) Other related Building or Planning applications Application number, Working together • Growing thoughtfully • Building community rage 2024 8. ACKNOWLEDGEMENT Page 9 of 10 The undersigned acknowledges that all of the statements contained in documents filed in support of this application shall be deemed part of this application. The undersigned acknowledges that receipt of this application by the City of Kitchener - Planning Division does not guarantee it to be a `complete' application. The undersigned acknowledges that the Council of the City of Kitchener shall determine whether the information submitted forms a complete application. Further review of the application will be undertaken and the owner or agent may be contacted to provide additional information and/or resolve any discrepancies or issues with the application as submitted. Once the application is deemed to be fully complete, the application will be processed and, if necessary, scheduled for the next available Heritage Kitchener committee and Council meeting. Submission of this application constitutes consent for authorized municipal staff to enter upon the subject property for the purpose of conducting site visits, including taking photographs, which are necessary for the evaluation of this application. The undersigned acknowledges that where an agent has been identified, the municipality is authorized but not required to contact this person in lieu of the owner and this person is authorized to act on behalf of the owner for all matters respecting the application. The undersigned agrees that the proposed work shall be done in accordance with this application and understands that the approval of this application under the Ontario Heritage Act shall not be a waiver of any of the provisions of any by-law of the City of Kitchener or legislation including but not limited to the requirements of the Building Code and the Zoning By-law. The undersigned acknowledges that in the event this application is approved, any departure from the conditions imposed by the Council of the City of Kitchener or from the plans or specifications approved by the Council of the City of Kitchener is prohibited and could result in a fine being imposed or imprisonment as provided for under the Ontario Heritage Act. Signature of Owner/Agent: IMM, _-- - Date: April 8, 2024 Signature of Owner/Agent: Date: 9. AUTHORIZATION If this application is being made by an agent on behalf of the property owner, the following authorization must be completed: I/ We, Vanmar Developments Duke LP , owner of the land that is subject of this application, hereby authorize Paul Leveck / Urban Legend Developments Ltd. to act on my / our behalf in this regard. Signature of Owner/Agent: . Date: April 8, 2024 Paul Leveck, A.S.O. Vanmar Developments Duke LP Signature of Owner/Agent: Date: The personal information on this form is collected under the legal authority of Section 33(2), Section 42(2), and Section 42(2.2) of the Ontario Heritage Act. The information will be used for the purposes of administering the Heritage Permit Application and ensuring appropriate service of notice of receipt under Section 33(3) and Section 42(3) of the Ontario Heritage Act. If you have any questions about this collection of personal information, please contact the Manager of Corporate Records, Legislated Services Division, City of Kitchener (519-741-2769). Working together • Growing thoughtfully • Building community rage 2024 Application Number: Application Received: Application Complete: Notice of Receipt: Notice of Decision: 90 -Day Expiry Date: PROCESS: ❑ Heritage Planning Staff: ❑ Heritage Kitchener: ❑ Council: STAFF USE ONLY Working together • Growing thoughtfully • Building community rage Page 10 of 10 '0 'o jpq r4 N N N N CL N M 04 -0 - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - 7? 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L Lu U H k w w 00 < D U) 2 2 2 2 ww o, W 40 .0- ru M- LL L Lu U IF w 00 D U) 2 2 2 2 w 03 LU MW LL "ON U L Lu w Li 00 DV ) gaxaasaar 2 w 03 LU MW LqqL bA O co co 4- 0 rn LO N (1) 10 Duke Steet West Kitchener. Ontario Existing Facade Retention Structural Assessment Report Project No. 24012 Draft report issued November 17th, 2023 Final report issued December 4th, 2023 Report Prepared by: WEN a IDDIDIKU ASSOCA1 ISS =--' CONSULTING EN Page 260 of 688 10 Duke Steet West Structural Assessment Report Existinq Facade Retention Proiect No. 24012 TABLE OF CONTENTS 1. INTRODUCTION...................................................................................................................................1 2. TERMS OF REFERENCE....................................................................................................................1 3. METHODOLOGY..................................................................................................................................1 3.1. Investigation..................................................................................................................................1 3.2. Applicable Codes and Standards..................................................................................................2 3.3. Analysis......................................................................................................................................... 2 4. OBSERVATIONS..................................................................................................................................2 4.1. Existing Concrete Slabs................................................................................................................3 4.2. Existing Structural Steel Framing..................................................................................................3 4.2.1 Columns................................................................................................................................ 3 4.2.2 Beams...................................................................................................................................4 4.3. Wall Assembly...............................................................................................................................4 4.3.1 Foundation Wall....................................................................................................................4 4.3.2 Above -Grade Masonry Wall..................................................................................................5 4.4. Slab -Wall Interface........................................................................................................................6 4.5. Masonry Condition........................................................................................................................6 5. RETENTION APPROACH.................................................................................................................... 7 5.1. Sequencing...................................................................................................................................7 5.2. Temporary Bracing........................................................................................................................8 5.2.1 Bracing Within Existing Structural Bays................................................................................8 5.2.2 Vertical Strongbacks............................................................................................................. 8 5.2.3 Horizontal Lateral Support Angle at Existing Floor Levels....................................................9 5.2.4 Lateral Support at Column Splices........................................................................................ 9 5.2.5 Other Conditions, Miscellaneous Framing............................................................................ 9 5.3. Disconnecting Material to be Demolished/Removed....................................................................9 5.3.1 Terra Cotta Tile and Interior Finishes....................................................................................9 5.3.2 Wall Cutting and Demolition................................................................................................10 5.3.3 Removal of Slabs and Beams.............................................................................................10 6. DISCLAIMER & LIMITATIONS...........................................................................................................11 APPENDIX A - SKETCHES OF TYPICAL EXISTING KEY DETAILS APPENDIX B - RETENTION FRAME CONCEPT SKETCHES John G. Cooke & Associates Ltd. Page i Page 261 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary fagades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar's intent is to retain the existing masonry facades by primarily making use of the steel frame of the existing load-bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), as construction of the latter progresses. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP, the draft version of which, dated June 23, 2023 and available to JCAL, requires "That the Owner's Consulting Engineer ... submit a Structural Assessment Report for 10 Duke Street West to be included within the Demolition and Stabilization Plan, ... advising on the means and methods to be used to safely remove portions of the existing building and to avoid causing structural damage to the historic portions of the front facades...". This report is intended to satisfy that requirement and be the basis to develop the design further. Designs indicated herein are not for construction but are intended to show concepts and intents that will be developed further and coordinated more closely with the new construction, during production of a set of shoring and sequencing drawings for the purposes of pricing and construction. JCAL was provided with some photographs of original drawings. These lacked several key details regarding the existing structure and JCAL first undertook an investigation to identify and confirm these details, along with condition of exposed elements that may impact the retention of the facades and the need for any restoration work that might be required in advance. This information was used in developing analytical models and the approach to the retention concept that is discussed herein. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. METHODOLOGY JCAL completed an investigation of existing conditions, identified applicable codes and standards to be referenced, and completed analysis of the existing and new temporary components to be used in the temporary support of the fagade during the course of the new construction and retention. 3.1. Investigation Jonathan Dee, P.Eng., CAHP of JCAL made an initial visit to the site on September 6, 2023, accompanied by representatives from VanMar and mcCallumSather, the heritage architects who have completed a Heritage Impact Assessment and Conservation Plan for the subject property. Jonathan Dee and Andrew Azinovic, EIT revisited the site on October 18, 2023. Using hand -tools, investigatory openings were made in several locations where possible. Locations were identified for further investigatory openings, to be made using power tools and with the assistance of VanMar's forces. These further openings were completed by VanMar at JCAL's direction, and reviewed by Jonathan Dee and Andrew Azinovic, throughout the course of the day on October 30, 2023. The investigation included primarily of the use of a chipper to remove interior terra cotta tile and plaster wall finishes John G. Cooke & Associates Ltd. Page 1 Page 262 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 to view the enclosed structural elements and details, and to remove brick from the interior side of the exterior walls, to determine the construction and condition of the existing wall assembly. 3.2. Applicable Codes and Standards The primary codes, standards, and guidelines referenced during and applicable to the production of work described in this report and for further development of the retention design are as follows: • Ontario Building Code 2012, inclusive of latest effective amendments (the OBC) • Structural Commentaries of the National Building Code of Canada, including Commentary L: Application of NBC Part 4 of Division B for the Structural Evaluation and Upgrading of Existing Buildings • CSA A23.3-14 - Design of Concrete Structures • CSA A371-14 - Masonry Construction for Buildings • CSA S304-14 (R2019) - Design of Masonry Structures • CSA S16-14 - Design of Steel Structures • Standards and Guidelines for the Conservation of Historic Places in Canada, published by Parks Canada. 3.3. Analysis The applicable wind load was calculated to OBC 2012, using a reduced importance factor of 0.75 for calculating loads for serviceability and deflections. It is our opinion that seismic loading may be neglected during construction, given the brief construction period relative to the 2500 -year return period for code -specified seismic loads. However, seismic considerations are relevant in the permanent attachment of the facades to temporary elements that may remain as part of the permanent structure. The applicable seismic load was calculated in accordance with OBC Article 4.1.8.18 for building elements and non- structural components. The applicable seismic loads were calculated, using seismic Site Class C as recommended in the geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.), and it was determined the above -noted wind forces govern design. Rigidity and stiffness requirements for the lateral support of the masonry generally governed design, and the limitations stipulated in CSA A371 were followed, of U600 for unreinforced masonry where flexural stress is perpendicular to the bed joints (i.e., for bending in the vertical direction of the wall) and L/300 for unreinforced masonry where flexural stress is parallel to the bed joints (i.e. for bending in the horizontal direction of the wall). Analysis of the existing and new temporary components to be used in retaining of the facades was carried out using procedures identified in the above -noted standards documents and using Bentley STAAD structural analysis software. 4. OBSERVATIONS Observations made during our investigation that relate to the retention of the existing facades are documented below. Sketches of key typical existing details are included in Appendix A. The building's structure consists of one-way flat concrete slabs, spanning on steel floor beams. These beams are supported on two interior east -west lines of structural steel columns and, on the load bearing exterior walls at the perimeter of the building. A further general description of the building is otherwise documented in the Heritage Impact Assessment or Conservation Plan and is not repeated here. John G. Cooke & Associates Ltd. Page 2 Page 263 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 4.1. Existing Concrete Slabs The existing floor slabs were hammer drilled. While only a relatively small drill bit was available, these were measured as accurately as possible and found to be 127 mm (5") thick and are believed to be overlain with a bonded floor topping for leveling, which is assumed to be on average 25 mm (1 ") thick. The floor slabs span in the east -west direction, between floor beams. These slabs were not scanned for reinforcing steel, but we believe they would contain smooth reinforcing steel bars parallel to the span direction, and temperature steel reinforcement in the opposite direction. 4.2. Existing Structural Steel Framing 4.2.1 Columns The building's columns are generally clad with terra cotta tile and plaster. Occasionally this has been overclad with newer drywall and steel studs. Openings were made to expose the structural steel columns within, at • three locations above the Ground floor level, • two locations above the 2nd floor level, and • one location above the 31d floor level. The key findings are that the column steel is generally exposed behind the terra cotta tile, with no additional concrete encasing or coatings beyond the grey paint (see Fig. 1). A column splice, suspected to be present but not otherwise documented, was found at both openings made just above the 2nd floor level (see Fig. 2), and not at any of the openings on other floors. This splice location is believed to be typical at all columns and may act as a hinge in the column if not laterally supported in both directions at all times. Fig 1: Looking up a column enclosure, from G floor to 211 0 Fig 2: Typical column splice, above 211 floor Below the splice, the columns were found to be wide flange profiles with welded top and bottom flange cover plates. The wide flange profile was measured to have a depth of approx. 225 mm and a flange thickness of approx. 19 mm, and the cover plates to be approx. 12 mm thick and 260 mm wide. These may be historic US 8" WF @ 58lbs/ft sections per the 1946 US Steel catalogue. For the purposes of analysis, these were conservatively analysed as modern W200x71 sections, plus the cover plates as measured, which is a similar but conservative selection. Above the splice, at the 3rd floor opening the upper columns were found to be wide flange profiles with no flange cover plates. The wide flange profile was measured to have a depth of approx. 200 mm and a flange thickness of approx. 12 mm. These may be historic US 8" John G. Cooke & Associates Ltd. Page 3 Page 264 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 WF @ 31 or 35 lbs/ft sections per the 1946 US Steel catalogue. For the purposes of analysis, these were conservatively analysed as modern W200x46 sections, which is a similar but slightly conservative selection. 4.2.2 Beams The steel floor beams, present interior column lines and with an additional beam at the mid -span of each bay, were understood to bear on the exterior masonry walls. These beams are generally clad in metal lath and plaster with exposed steel beyond. Openings in the ceiling and wall finishes around a typical beam were made below the 3rd floor beam bearing on the south exteriorwall. Lath and plasterwas removed and the interior wythes of brick were removed adjacent to the beam (see Fig. 3). As expected based on available documentation, but of significant value to the project to definitively confirm, no steel column within the wall was located. A steel bearing plate is present below the beam, and the beam was found to bear approximately 200 mm (8"), or the full depth of the two interior wythes of backup brick (see Fig. 4). Additionally, the top flanges of the floor beams are noted to be embedded above the soffit of the slab. •act. �- Fig 3 Typical beam bearing on brick backup at exterior wall 4.3. Wall Assembly 4.3.1 Foundation Wall 13 Fig 4: Typical beam bearing length on exterior wall The foundation wall assembly was investigated at the interior of the basement, toward the east end of the south foundation wall, by removing a portion of the interior plaster and terra cotta (see Fig. 5). The wall assembly was found to consist of, from the interior: • plaster, • 76mm (3") terra cotta tile, • approx. 13 mm (1/2") gap, and the • concrete foundation wall. Naturally, the removals did not extend through the concrete wall, but the exterior is finished with limestone, which is presumably bearing on a ledge in the concrete foundation wall. Dovetail tracks were noted to be present on the interior face of the concrete foundation wall, and one dovetail anchor was found extending into the terra cotta tile (see Fig. 6). This may suggest that dovetail anchors were used on the exterior stone as well, and future masonry conservation work should be mindful of the fact that dovetail anchors from this period are prone to inconsistent placement and corrosion. John G. Cooke & Associates Ltd. Page 4 Page 265 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 Fig 5: Opening in terra cotta tile at foundation wall, interior Fig 6: Looking down at opening, dovetail anchor 4.3.2 Above -Grade Masonry Wall The above -grade load-bearing masonry walls were investigated from the interior, primarily with brick removals completed above the 2nd floor level, near the east end of the north wall, 2nd floor (see Figs. 7 and 8). The interior brick was very difficult to remove and therefore only one opening was made, and conditions were otherwise exposed during investigations of beam pocket and slab -wall interface. The wall assembly was found to consist of, from the interior: • plaster, • 76mm (3") terra cotta tile, • approx. 13 mm (1/2") gap, • two wythes of concrete brick backup masonry, laid in common bond, and the • exterior wythe of clay brick, laid in Flemish bond. The interior terra cotta tile was noted to be anchored to the backup brick by way of corrugated ties, as one of these was located in the removal area. No ties were noted between backup wythes or to the exterior brick, and the brick wythes are believed to be tied together solely by way of header bricks. Fig 7: Removals at above -grade masonry wall, interior Fig 8: Angled view of opening shown in Fig 7. John G. Cooke & Associates Ltd. Page 5 Page 266 of 688 10 Duke Steet West Existinq Facade Retention 4.4. Slab -Wall Interface Structural Assessment Report Proiect No. 24012 Determining the slab -wall interface is important to defining a removal methodology that will not impact the integrity of the existing walls and to determining a temporary and permanent approach to laterally securing these walls. Removal of the interior terra cotta to expose the interior side of the backup brick masonryjust above the slab was completed in two locations at the 2nd floor (see Figs. 9 and 10). The interior brick was removed in one location and the slab was noted to extend into the backup masonry. The terra cotta wall tile bears on the slab, and a topping appears to have been placed overtop of the slab. It's likely that the exterior brick wall was built up to the underside of slab level with the slab poured directly onto it. We do not believe that removing the existing slab from the exterior walls is necessary and that doing so may result in unnecessary damage to heritage fabric. Fig 9: Removals at slab level, S wall, above 2nd floor 4.5. Masonry Condition Fig 10: Add'I removals of interior finishes at slab level The backup brick masonry, consisting of the two interior wythes of concrete brick laid in common bond, where exposed in the above -noted investigatory openings, appeared to be in very good condition. Joints were well filled with mortar, including collar joints, the bricks and mortar were intact, and it was quite difficult to remove individual bricks. The exterior wythe of brick consists of an extruded clay brick, laid in Flemish bond. The mortar joints are generally intact and in good condition, though there are localized areas of debonding and erosion. No signs of systemic delamination or outward displacement of the exterior wythe was noted, and it appears to be well bonded to the backup brick masonry. The vertical brick piers in the exterior wythe of brick project slightly towards the exterior. We suspect that this projection is created by simply thickening the collar joint between the exterior and backup wythes. There is also a continuous vertical mortar joint up each side of these piers where they interface with the adjacent brick masonry. While this might be cause for some concern, a header is present at every other course and this is believed to be a true header, tying the wythes together and no systematic separation is noted along these piers. See Figures 11 and 12. No investigation was carried out of the exterior stone cladding at cornices, foundation level, etc. Given the age of the building, these may be keyed into the backup masonry and/or anchored to the backup brick using strap or cramp anchors. Often in buildings of this age anchorage was only provided to the top of the stones. However, no systemic issues were observed of displacement of the stones, and no special care is believed to be required for these in terms of the retention. John G. Cooke & Associates Ltd. Page 6 Page 267 of 688 10 Duke Steet West Existinq Facade Retention Fig 11: Typical projection at brick pier 5. RETENTION APPROACH Structural Assessment Report Proiect No. 24012 Fig 12: Typical continuous vertical joint at brick pier The overall approach to retaining the existing facades is to retain these in-situ while the new building is constructed within the footprint of the existing. In order to minimize retention costs and impact to exterior areas along the facades, the retention will make use of the existing structural steel framing along the walls to be retained. This will be supplemented with new temporary steel bracing and lateral support members. The existing floors will then be removed and replaced with new floors, at matching levels, at which point the lateral support of the existing walls may be transferred to these new floors. 5.1. Sequencing Careful sequencing of the work is a key factor in the successful retention of the existing facades in-situ and is necessary to ensure that overall stability and adequate lateral support of the facades to be retained is maintained at all times. The order of operations is anticipated to proceed generally as follows: 1. Remove existing terra cotta tile and interior finishes to enable access to backup masonry and enclosed structural steel elements that will be part of temporary bracing system. 2. Core or cut holes in the roof and floors at piers and install vertical strongbacks from above, using a crane, at the interior face of the existing walls to be retained, where indicated, with a. full -height (spliced) strongbacks at braced bays and b. partial -height strongbacks at unbraced bays 3. Install temporary steel framing, including a. diagonal bracing within existing structural bays where bracing is identified to be installed, b. lateral bracing in both directions at all existing column splices, where existing columns are identified to be retained, c. lateral support angles to interior face of backup masonry, above all floor levels, and which angles will ultimately become part of the permanent anchorage for these fagades. 4. Create separation cuts in the existing fagade walls, at points where the existing facades will no longer be retained. 5. Complete the demolition of the portions of the building not to be retained or temporarily to remain as part of the temporary support system, including the facades (salvaging any stone or other material indicated for such), and following an engineered demolition plan. John G. Cooke & Associates Ltd. Page 7 Page 268 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 6. Construct the raft slab in the basement, encasing the base of the remaining existing columns within the raft slab and securing the raft slab to the exterior foundation wall. 7. Remove and replace floors along the interior of the facades to be retained, one at a time, by: a. anchoring the vertical strongback at the unbraced bays to the wall at the position indicated, centered on the slab to be removed, b. saw -cutting the existing concrete slab to be demolished to free it from the walls to be retained, c. temporarily shoring and then cutting close to the walls the existing steel beams bearing on the walls to be retained, d. placing the new structural slab, casting around the columns to be temporarily retained, e. securing the new slab to the lateral support angles placed above each floor level, and f. repeating at the next floor, above. 8. Remove temporary steel bracing and strongback members, leaving the now -permanently affixed lateral support angles. 9. Cut off existing columns that were temporarily retained above the top of the raft slab, remove the columns, and infill new slab openings around them. 5.2. Temporary Bracing The lateral support of the facades to remain during construction will make use of the existing structural steel, supplemented with temporary steel framing, as described below. 5.2.1 Bracing Within Existing Structural Bays The existing column lines inboard of the fagade walls to be retained will remain in-situ until the walls are laterally supported by the new permanent structure. Several of these column bays will be braced, in both the north -south and east -west directions, with new diagonal bracing members installed between the 2nd and 3,d levels, and from the 3,d floor to the roof level. At unbraced bays, the existing and new slabs will act as diaphragms, to transfer lateral forces collected at these bays to the braced bays, noted above. The bracing approach, developed to minimize the amount of bracing that is required, relies on the column bases to be encased within the raft slab, effectively resulting in a fixed connection. 5.2.2 Vertical Strongbacks As confirmed during our investigation, there are no existing steel columns within the exterior walls to be retained. Vertical strongbacks, steel members placed against and anchored to the interior face of the walls, will be introduced at each column line along the walls to be retained, in order to serve the following functions: • resolve axial tension and compression forces at braced bays, especially in order to resist tension forces that would otherwise be induced in the masonry by the diagonal bracing, • bring forces collected by the lateral support angles at demolished floor levels to the diaphragms above and below the strongback, and • provide an attachment point for the lateral support members perpendicular to the wall that brace the column splices to permit removal of the 2nd floor slab. John G. Cooke & Associates Ltd. Page 8 Page 269 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 The strongbacks will be installed from above, through vertical pockets cored or cut into existing slabs at the interior face of the exterior walls, directly adjacent to the existing floor beams on column lines. At braced bays, the strongbacks will be effective for the full height of the walls, with a splice between 2nd and V floor levels. At the base of the strongback, they will be vertically and laterally anchored to the raft slab and/or inside face of the existing foundation wall. At unbraced bays, the strongbacks will be set and repositioned as required to bridge from a removed floor to remaining and new floor diaphragms above and below, respectively. 5.2.3 Horizontal Lateral Support Angle at Existing Floor Levels An angle will be placed along the full lengths of the walls to be retained, directly above each existing floor level, and anchored to the interior face of the walls with HILTI HIT-HY 270 or similar adhesive anchors. The angle will span horizontally between vertical strongbacks on column lines. This angle is anticipated to be fairly large at L203x203x19, in order to meet stiffness requirements for lateral masonry support in this condition when slabs are removed. Upon completion of each new floor slab, this angle and its anchorage to the wall will remain and be secured to the new floor slab. 5.2.4 Lateral Support at Column Splices As noted in the observations section above, column splices were found above the 2nd floor level, at roughly the mid -height of the overall column, and this is believed to be typical of all existing columns. These splices will become unbraced upon removal of the 2nd floor. It is necessary to ensure that lateral support remains in place at these splices, until the new 2nd floor structure is completed and may restrain the column or, if lateral support from the 2nd floor is not possible, until the existing column is no longer required. The lateral bracing will consist of a horizontal steel member, spanning between all column splices along the column line parallel to the wall, and ultimately supported by a braced bay in that column line. In the direction perpendicular to the wall, the splice will be braced by a member that spans from the splice to the steel strongback at the interior face of the wall. The bracing member will be sized in accordance with the strength and stiffness requirements in steel handbook's procedure for bracing assemblies, in accordance with CSA S16 clause 9.2.6.2. 5.2.5 Other Conditions, Miscellaneous Framinq There are isolated conditions where the typical bracing pattern may not apply, or may conflict with vertical elements in the new construction, such as stair and elevator shafts. These details will be developed as the concept is pushed into further design and as comprehensive temporary framing drawings are produced. Further coordination with the overall building consultants will be required. We anticipate providing additional steel framing around these elements, or resizing of specific members to resist intermediate loads, should it not be possible to work around temporary framing, or where these new elements may not be relied upon to provide temporary lateral support. 5.3. Disconnecting Material to be Demolished/Removed 5.3.1 Terra Cotta Tile and Interior Finishes The terra cotta wall tiles and interior plaster finishes, along with recent steel studs and gypsum board, as well as original and more recent ceiling finishes will need to be removed John G. Cooke & Associates Ltd. Page 9 Page 270 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 from most areas in order to install members needed for the temporary stabilization of the walls to be retained. These components are not load bearing, and they may be removed without impact to the balance of the wall assemblies or structural systems that must remain temporarily. Care must still be taken to make sure removal is completed safely, and to not leave sections of terra cotta tile vertically unsupported. 5.3.2 Wall Cutting and Demolition The portions of the existing facades to remain must be separated from those portions that are to be demolished, prior to demolition. We propose to make this separation by way of saw -cutting, at an appropriate mortar joint line in the exterior wythe, in a position that will not leave partial bricks or stone fragments with less than a 1:1 aspect ratio of length to course height. The saw cut will penetrate the full depth of the masonry wall assembly. Upon completion of the cutting, it will be necessary to consolidate the wall ends, by raking out any loose mortar and filling these and any existing voids with new mortar. Additional anchorage will also be provided to secure the cut ends of any stone units to the backup brick. Finally, we recommend temporarily capping the wall ends with plywood and a membrane, to mitigate water infiltration and any resulting damage until these ends are permanently tied into the building's wall envelope. 5.3.3 Removal of Slabs and Beams The portions of floor slabs to be demolished must be separated from those portions that will remain temporarily as part of the bracing system. We propose that this be achieved by saw -cutting, in continuation of the line of cutting in the walls. As the existing floor slabs and beams are pocketed into the facades to be retained, we propose to cut these free at the appropriate times, by saw -cutting along the slab edge near to the wall, and by cutting the beams free from the walls. The remaining stubs of slabs and beams would remain in the walls. While the slabs are concrete and pose little concern, the beam ends do carry the potential for future corrosion, causing future corrosion jacking of the masonry to be preserved. However, we note that where exposed, the embedded beam end showed only minimal surface corrosion, we noted no significant evidence of corrosion jacking at present. Additionally, the effort and impact to the heritage fabric from attempting to remove these beam ends now would be similar to the effort required to complete this work in the future, if it ever becomes required. For these reasons, we propose to retain the beam stubs within the walls. John G. Cooke & Associates Ltd. Page 10 Page 271 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 6. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. 0 10016200 z1va -04-202E OF G� Jonathan Dee, P. Eng., ing., CAHP Principal JD/id 24012/10 Duke - Structural Assessment Report John G. Cooke & Associates Ltd. Page 11 Page 272 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX A Structural Assessment Report Proiect No. 24012 SKETCHES OF TYPICAL EXISTING KEY DETAILS John G. Cooke & Associates Ltd. Page 12 Page 273 of 688 SINGLE WYTHE RED CLAY BRICK STEEL BEAM =00A r n-r-rA S1AU CbVNECTioAl - -ryp. CRETE PING CONCRETE SLAB �4`u1Z ACS Page 274 of 688 SINGLE WYTHE RED CLAY BRICK CONCRETE FOUNDATION WALL TCOMA rn-r-rA 5j.46 - WACG C0 !V p,5C'► l 0A1 - 1?16f 1,l6 jv -T DNCRETE DIPPING CONCRETE SLAB 2011 hr , f6 w AZinv,& Page 275 of 688 STEEL COL 611r:11:10 3ATA�• RIVET FASTENER CONNECTIONS SLAB COW MN CONAGuT i ov - r YR CRETE PING CONCRETE SLAB STEEL BEAM Boa r/ova Page 276 of 688 RIVET FASTENER CONNECTIONS SPLICE PLATE LOWER STEEL COLUMN NOTE: TERRA COTTA, PLASTER FINISH, ETC. NOT SHOWN FOR SIMPLICITY. UPPER STEEL N G 0ztlr7iy 5 PL r Cl-:- ALU 2-4 FLOO R PLATES RING PLATE CONCRETE TOPPING 2ND FLOOR CONCRETE SLAB jqpiz Page 277 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX B Structural Assessment Report Proiect No. 24012 RETENTION FRAME CONCEPT SKETCHES John G. Cooke & Associates Ltd. 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Ontario Existing Facade Retention Vibration Monitoring Plan Project No. 24012 Draft report issued December 15th, 2023 Final report issued December 15th, 2023 Report Prepared by: WEN a IDDIDIKU ASSOCA1 ISS =--' CONSULTING EN Page 284 of 688 10 Duke Steet West Vibration Monitoring Plan Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary facades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP. The draft version of this approval, dated June 23, 2023 and provided to JCAL, included Heritage Planning Conditions which require [t]hat the Owner submits a Risk Management Plan, including a Vibration Monitoring Plan commenting on the means and methods that shall be usedto minimize vibration to 10 Duke Street West during grading, construction, servicing or other site development works to the satisfaction of the Manager of Development Review and the City's Heritage Planner. This report is intended to satisfy the requirement for a Vibration Monitoring Plan. Further to other conditions in the Site Plan Application approval, JCAL has already completed an investigation of the subject site, including destructive exploratory openings, and prepared a Structural Assessment Report, dated December 4th, 2023. Design progress drawings for the new tower have been completed and reviewed by JCAL, to 75% progress at the time of this writing. A geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.) has been prepared and also reviewed by JCAL. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. EXISTING CONDITIONS JCAL completed an investigation of existing conditions at the subject site. Observations made during that investigation are more comprehensively described in our Structural Assessment Report. A summary of the relevant facts are included in the discussion below. The existing building is constructed predominantly of one-way concrete slabs, supported by steel beams, which are supported by interior steel columns and, at the building perimeter, load-bearing multi-wythe brick masonry exterior walls. The exiting building is a 3 -storey building plus a full -height basement level. The existing exterior walls are in good condition where visible on the exterior, and where exposed during investigatory openings made at the interior. The walls consist of an exterior wythe of clay brick with two backup wythes of concrete brick at the interior. These are bonded together with regular header bricks. Mortar joints remain generally intact, except for localized areas. and openings at the interior revealed a well -constructed wall assembly with solid mortar present in the head and collar joints. Stone masonry is included at details such as bands, sills, and surrounding the main entrance. Localized repointing and other conservation work will be required as part of the preservation and retention of the relevant portions of the existing facades, including at stone details and throughout the masonry. No bulging, significantly displaced stones, or excessively deteriorated or unstable John G. Cooke & Associates Ltd. Page 1 Page 285 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 masonry was noted that would cause us to consider this building to be especially vulnerable to vibrations. Masonry conservation work is not expected to be required in advance of construction. One caveat is at the parapet which extends above the roof level. The interior face of the parapet is fully covered with metal flashing. While it was not possible to assess the masonry at arms -length from the exterior, and mortar joints here do appear to be generally intact, there is some efflorescence at the exterior of the parapet. This is an indication of high moisture content and migration, suggesting a higher likelihood of deterioration of masonry within the core of the wall. There is nothing to suggest a deviation from the course of action proposed herein, but the condition of this parapet will be monitored and assessed further, as work is ongoing on this project. 4. PLANNED CONSTRUCTION As noted in the Introduction section, above, the project includes the planned retention of a portion of the primary facades of the existing building at 10 Duke St W, for integration with a new tower to be constructed on the site. The project's intent is to retain the existing facades by primarily making use of the steel frame of the existing load-bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), floor by floor, as construction progresses. The interior finishes in the building are typically applied to a terra cotta tile backup placed with an approximately 25 mm gap to the interior wythe of backup brick. As part of the work to stabilize the fagade and to integrate it with new wall assemblies, it is proposed to remove this terra cotta tile and all finishes. As such, impact to plaster or other finishes are not a consideration in determining the vibration susceptibility of the building. The new tower will be constructed with a raft foundation, the base of which will be set close to the basement level of the current building. The raft will occupy much of the height of the current lower level of the building, and, aside from elevator pits, the occupiable space of the building will generally extend from approximately grade level and above. The geotechnical report indicates that native soil on the site consists generally of fine granular deposits and silty clay till. It is clear that rock will not be encountered for the proposed depth of excavation. As a result of the foundation and soil conditions, excavation is anticipated to be relatively minimal. It is further understood, as communicated by VanMar, that the limited excavation that will be required will proceed using sloped excavations. Certainly, no blasting or hoe ramming of rock is anticipated to be required. Currently, there is a basement mechanical/boiler room within the existing building that extends further below grade than typical conditions, approximately an additional floor level below grade. This room is located against the North (rear) wall of the building and extends for approximately 10m in each direction (about 1'/ structural bays). The brick chimney which extends up beyond the roof is quite visible and is located at the northeast of this room. It will be necessary to fill and level the subgrade prior to construction of the raft slab, and the geotechnical report provides two potential options for infilling at this room, to bring it flush with the remaining basement. The first is to place lean mix concrete for the height required, and the second is to place heavily compacted granular fill. VanMar have indicated that they will place lean mix concrete to fill this void, which would not result in significant vibrations being induced, as the costs are quite comparable between the options. Overall, vibration from excavation is expected to be relatively minimal. General vibration from other construction is expected to stem from miscellaneous construction equipment and activities, such truck traffic adjacent to the facades retained in-situ, and no special circumstances are anticipated to apply. John G. Cooke & Associates Ltd. Page 2 Page 286 of 688 10 Duke Steet West Existinq Facade Retention 671 Vibration Monitoring Plan Proiect No. 24012 Localized vibration may be induced from demolition and construction activity near the masonry to be retained. The bracing and construction sequencing and the design of temporary lateral support for the existing masonry facades to remain in-situ are also being prepared by JCAL. Provisions for saw or torch cutting of masonry, concrete, and steel elements connecting to the masonry to be retained will be included. Specifically, • saw cuts will be introduced in masonry walls at the interface with masonry to be retained before demolition is to occur on portions that are not to be retained, • saw cuts will be introduced in the concrete slabs along the masonry walls to be retained, before those slabs are removed, • steel beams that are connected with elements to remain will be torch cut prior to removal, and • the use of chippers on elements that remain connected to the masonry to be retained will be limited to 12 Ib. electric models, unless a mock-up demonstrates that alternatives do not risk damaging masonry. VIBRATION LIMITS Vibration limits are not stipulated in the City's conditions, nor is there a municipal bylaw in effect to limit vibrations. The nearby City of Toronto has placed limits on construction vibrations, in their bylaw No. 514-2008, and those limits are indicated in Figure 1, below. Table t.0 "Prohibited Construction Vibrations" Frequency Vibration Peak of Vibration Particle Velocity [hertz] (mm/sec) Less than 4 8 4 to 10 15 More than 25 10 Fig 1: City of Toronto construction vibration limits The above -noted vibrations, while a good benchmark, are limits for any construction activity and are not necessarily applicable or appropriate to all projects. For historic buildings we typically recommend following the limits established in the DIN 4150-3 Standard, per line 3 of Table 1, included at Figure 2, below. The limits are • 3 mm/s for vibrations less than 10 Hz, • 3 to 8 mm/s for vibrations between 10 to 50 Hz, to be interpolated linearly, • 8 to 10 mm/s for vibrations between 50 to 100 Hz, to be interpolated linearly, and • 10 mm/s for vibrations above 100 Hz. We recommend proceeding with the limits indicated above in this case. These limits are quite low, and are intended to mitigate effects of vibration on historic buildings that might include deteriorated materials or sensitive finishes. The masonry facades to be retained on this building can be expected to be more resilient than many more delicate built historic structures. John G. Cooke & Associates Ltd. Page 3 Page 287 of 688 10 Duke Steet West Existinq Facade Retention [4 Vibration Monitoring Plan Proiect No. 24012 Though we do not anticipate exceedances even of these values given the understood nature of the adjacent construction, these limits could be re-evaluated should these limits be found to have significant impact on construction. Table 1: Guideline values for vibration velocity to be used when evaluating the effects of short-term vibration on structures Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 288 of 688 Guideline values for velocity, v,, in mm/s Vibration at the foundation vibration at Line Type of structure at a frequency of horizontal plane of highest floor 1 Hz to 10 Hz 10 Hz to 50 Hz 50 Hz to 100 Hz') at all frequencies 1 Buildings used for 20 201040 40 to 50 40 commercial purposes, industrial buildings, and buildings of similar design 2 Dwellings and buildings 5 5 to 15 15 to 20 15 of similar design and/or occupancy 3 Structures that, because 3 3 to 8 8 to 10 8 of their particular sensi- tivity to vibration, cannot be classified under lines 1 and 2 and are of great intrinsic value (e.g. listed buildings under preservation order) 'j At frequencies above 100 Hz. the values given in this cotumn may be used as minimum values. Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 288 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 8- ,&------ - - Fig 3: Part South Elevation, indicating proposed locations of vibration monitors. 7. NOTIFICATION AND EXCEEDENCE PROCEDURE The vibration monitors must be connected for continual reporting of vibration events that result in exceedances of the vibration limits stipulated above. Exceedance events shall be reported by automated email to the Contractor, Owner, and appropriate Consultant(s). In the event of an exceedance the Consultant is to be contacted. If the exceedance is not the result of disturbing the vibration monitoring equipment or very localized activity around it (both of which are common causes of exceedances), and the Consultant considers the exceedance to be significant, the Consultant shall review on site for any damage that may have resulted from the exceedance. Future construction activity shall be modified to avoid further exceedances. In cases where this is not possible, and the exceedance was not observed to have had any impact to the structure, the Consultant may advise with respect to increased vibration limits. Note that this approach is intended to be generally consistent with the DIN 4150 standard, which states that "Exceeding the values in table 1 does not necessarily lead to damage; should they be significantly exceeded, however, further investigations are necessary." As noted above, it is our view that this building would likely tolerate vibration limits above those stipulated. 8. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. Page 5 Page 289 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. J. K, DE 100' 62005 EC -15-202 'AtZ C]F O f fP' Jonathan Dee, P. Eng., ing., CAHP Principal JD/jd 24012/10 Duke —Vibration Monitoring Plan John G. Cooke & Associates Ltd. 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e# tLO \ 4-1 00 0 ƒ \ \ « f » \ / / U g G= ° %> e c e < / / \@ / •\ \ o LO / a \ m � 2 �/ t \2OL.0)R\0 7EC _ 2 2 E 2 £ \ \ : y / \ \ % 0\ 2 c 2@ 2 T 2 < 12 e¥ r / \ — 3 3 / / / / j a £ o % c 3= @ S 9 C Zt ® = 2 $ 0 \ � / / E \ G 2 G \ G Td ƒ Q Q v ro Q ao co c V>(Li b 0 0 a� r� N C L L C— v OC > NCO � O> ro Q X V) j C= � 0 Qj N ru N Q CJ Q O O r'} O LQLOC O N QO N Q N tLo 4- M = 4-4, Q o CJ (N( 76 4- C n Q LZ Q 4- QQ O V O Q 4- p p _0 iCC n •Q O 4- C v 4- u L +,UN O CO � Ul) U- 0 O v p QCi a N O vQi C O v >- ; > c c N Q L 0� C N Q p Q V1 C Q C ., V O O bA O v V CJ ur) Q _ 4- Q 4(nJC Q b0 Q O X p_ v O 0- Q 7 Q bA ro Q O L O N Q L O 4 Q L O Q Q 0 ul m i Q V N 4--+ 0- p_ V1 � r= Q Ul >, O N Q Qj = U Q N N Q N y 0 N O Q O '� vi vvi u p_ >' N in 0 o � O C Q Q= L V �6 Q + Q bA in O v Q i O Q �, 4" C Q 4- C Q 4- r6 Q v-0 r6 Q 4— Q M E M rte-+ L Q r Q b0 L •i 0� Q Q Q i Q Q r� Q i Q C O b0 C)- r� in Q Q L Q Ul L v O L ul Q� — iii N O 0 M >' N Q `� N C Q Ul O C V c6 O m L Q C Q L �' Vi Q 'Q M L 4- O N cp U N QJ O L 4- L(n N U U 4-+ b0 4-+ Q ul � Q ,O Q Q >,CF— (U Cb0 O L E O O Q O N U-0 Q>D 4- 4.1 U + �6 L O b0 M O 4- C Q 4E, •— C - Q C - L Q ro p M Q Q M to V X Q Q y Q Q 'ut V L .r6 V C N .X 0 j M p C O in C m O C +-+ in b0 N y Qj p Q L O i 0_ � Q 'L Q v C C N O v 0 O .� Q U Q L 0 0 Ci (A Q v 4-+ 0 4' C Q C 0 = Q Q L C 0 ao O 4, r--+ ( L O r� X Q C vi } in C � Q •� V L v Q Q C 4- ~ N +-+ L Q V O •� C O L rte- i j V1 Q V 0- Q > 0 > O Q Q . b - M b 0 m O C N r--' Q = V 1 4- 4--' o Q C C A C -A 4 (o -0 C Q C 4- bA C > +-+ p C Q V) Q Q O C Q Q C •C 0> C �O L bA Q > Q L O M +, c6 C Q N .'n V) a C C Q V) L Q 4- a 4- U V M 4' Q i Q 1 Q Q b0 >, b0 C >, L C Q b0 in O i Q b0 C Q� =+ Q v .� 2 ._ Q N O— 410 Q� bA O C N �� C V 0 L C Q) -0— C L Q Q b0 L a Q— Q C O U 'L 0-- Q Q C Q Q Q M O p C O_ ) 0 C ut � u c D v in C � . 2 M ._ V � (o 42 (5 m V) L C= O = O C O p N M Q CN Q 4-+ Q E Q Q p_ 4' y C i0 4- Q �6 C 4+ L L C N C p V to V) L N 4 >, O C Q C Q O U i 0 4 Q C > u C N Q — Q) N ONO N QO �.V Q Q 4- vi C C6 Q O CV7 C '-z O Q C M'o�V O M OC -aU NO N N O_ N Q >, O GO Z3� C O(u Q Q 4--+ C Q •� O i N ro + U_0 - ro 'i N +-+Q 00 L � r--+ Q -0 Q N •N � i r� Ul 776Q V Q L N= b0 Q 0 C C C .i 1 O_ Q M C C C 4' � C •L p L� 0 C C M O +, C bA C Q C— L Q .� b0 v GO Q Q N Q) 0 C 0 C L cp4- � U C Q 0 E 2 a ro Q C O in 4, O O M 0 C N Q L L C i ra V �f1 = N C V) FZ C C C — C N 0_ v Q > Q U N ( O C ._. 0 V 0 0 0 .Ni Q lQJ 0 4- 0 Q L V C > i .� Q Q C in C Vl V1 V1 yO 0 r--+ Q L Q C p i Q b0.0 L C C O +- �CQ C Q 0- Q cp Q 0 O C 0 N =p v iQC i Q p_ U L Q C O Q -YrO0 U C E C Q 4-Q) �' L c V N ? c 'V , Q C O Q Q O u O vi Q Q Q Q Q L} C N bA M Q ro Q� 0 O V Q C Q C O E L Q C V C 4--+ V C C , O Q C O C V O p O 4' p C C '� ro Oro 0 i C a N 0 U u C i Q Q in Q C O v 0 V 4- V Q Q ro b0 V ro V U C C C C Q C ON N CO co O V O -0 C Q 0- Q_ cp 4- •v - 0 � ul N� C N C O> C C �� y L v S v C a--+ C O C C O L Q 4.1 O O C Q Q V- C Q t- � O �a+- U Q O Q ON �� �Q 0 U v _ Q Ul MQ NO C O vui Q NbCVQ= Q Q� N -0 Q E i.4-- ' N0N ,2 Q�L CC O N0 N 0 Q O m 2 QC 0 0 0 uU L N U ii 0 0N 0 _=O 0- L O 0 p> N O COOQ V V = Q QQ Q Q v v° Q Q 2 Introduction to the report CO C: CO C0 a 4— 0 0 0 N C7 N0 O)v v Ul i V r6 NUl Ln � Y N O � i— N i� v V7 QJ 4J O ro _ 4+ C N V ci Ci O >, O O b0 E N O V v- 0 C� i co C v C D N 4J C �_ V N V O_ Ul in �, Y C v �' O Ul fl c >, O v .� N 4 v C 0 C N Q� 0 .> O QJ v Q 0 0- O v C N b0 0 0 E m L QJ 'L i 4' O_ Ln Q L L N L - C 'L U vi � 4-4- w C 0� C C— 0 p Ci N v +� .i O N 4 _ U Q N o v 4- 4-N N L C 7 O> N Yom+ Vl 'T C C 4--+ O in to 4J N0 O_ N C ro V-0 0 X Z v 4-b.0 M V Q C N M O bCi 4- Mo ' C Vl C O QJ C V N N N L C' N O V Vl V Ci.0 C 4' O 4- CO C� >, O_ >, C E v M N O O C O V QJ N 4--� 4J N r--+ 4- 0 i L C L L N N N r6 U N— N 0 N v Ul O V QJ C C m L N N L V •v �- N N C — L C > 0 > 4,- C 4J > �o 0 C U1 `4 QJ C ro � L � O Q O C C L O DO b0 bA N �, N FZ U N C 'U > 4- V Qj C O O N ro � N O v O_ m� OV C C 4 O p 4-+ v QJ � U QJ — N U C L N N .� M L O- N 00 C .� C �--' E O_ N a V -0 Ci 4+ Q bA O- O M - in xCi > L C "CN N N_ C O >, �o N CV O +' ' QN _ U M �: O in -0 N N S C O U (L) E 0 C V C C ro VL 4- C O v�o ' p. � QJ V U . M .N CQ Q + O r6 N N> Q N to ->N + - '- 0 N4- V N� O� Q 4- L CO >, b-0 QJ > V 4- O N Q E —_ (o M 4' QJ v C N N L O_ > QJ C O= 0 0_ Q toil L V V C > C b0 L � C 4J N L C O N C N vi N V > > U QJ U O O C v N N N U O N O U b0 r6 in v Q U O v Q O O y0 to N L V i N i N ro N to N Q r--+ 0 C N r � Nm _ i (o O Q O_ 0 N C N F L Y+ C N L C Y+ (0 4-1 Lc M C L N � 0 �' (0 O_ (o L0 O + �o r4w p mrmw-. ir X Z dmwwxwwinT . N w• Z=zzz! 'N I,- d1w w Jw mle OW ow fi r dw AWsOR P, aw " OW m LU 0 0 0 co co (D 4-- 0 N N m (D CD 00 O 0 Q c (D CY O P 0 u Q) Q p 0 .0 O mu co co (D 4-- 0 N N m (D CD 00 Introduction to the Subject Site C O U O L- O N w wCOC: (C) a h 4 C -6 0.0 o� wi 9 O C7 vii S0 t� h Off.>a C o O)U .O 6� c)) r �,f:' SS S /: ! '�•, 8 F�[ �, E C22 N rr y e (1) O 2 v v 0 Y O i Y Ln o 0 3 7 y y ti�CO x FD �,D p o O � O CQ v C CV. 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C QJ L QJ N QJ O N r QJ C QJ = U b0 Q C= N C L - C r - O p C ut 14-- ate--' L QJ C O L O N V)(o p O C QJ 4- a--' `� QJ (0 QJ L v v C a✓ a✓ — M C C v= C �( C v v Z D C ao O v � ao v y QJ Q L U •N 3:E p .- M 0 4- VCj �C 'zN �•'b—_.0 oN 'OQCp MQJ LN vCNv yO w � O O O�� MQ C 0 N C �, 4-N O v C tfC N -0L> U o vCO vv �z vO M� vQ Oz pZ oQi L; Cy � iz v v C p— �>� v LQ� OOUO >>C a - O L)JO N N O a N in C •L 4-1 QJ L QJ r6 LU �L +, QJ O C a--+ QJ i W a--' N �' z QJ O :� QJ U �_ V) (0 M CZ3 D QJ V1 r O QJ L N QJ N /H O aL-' O `�' 0 Q �' QJ a--+ QJ Q b.0 QJ QJ O W L V) y (0 Vl l- aV-' O j- V) L Q) p i Q Q M C p Q^) S N C •i Q N U1 M U QJ C O i Y U L QJ Z, QOJ OL V V) - C a--' C b QJ N C N C C 0 a Q QJ 4 O N � O 3 Q V) O O O _0 0 N O- U N C �O Z V1 U V ate--+ 00 �' C V7 QJ N N ro V) m O' (0 •� = � O O N O = N - - Q = } O(Y) lzT = :L' N U 's 3: C m 3: -0 [-- Tj . . . j [ . . [-- U Introduction to the Subject Site \ / 2 ■ J© D\ y: d 0 2 o g 2 Q o a 6 d -Om o u e c / \ \ / / / ƒ / / / / f 2\ 2« o§ %/ aro 4- Z3 / / e e / y / $ / \ § a g a o' ® / a= o ®- 2 0 a° 4- o® a * U e o 4- ° / % £ g y * G / / » £ 4- / J / .2 / / / L o / c ¥ � » f k * $ & ® \ # G e \ E \ \ / / 6 � l ƒ / / 2 o % / / e % / / 3 f % \ / / / E w / \ \ � ƒ # o' £ _ / \ o / / ƒ e2 \�§ ���/\22 a/ y— o® �f\$� o 0 s e t/$ ) 2 c e o®= # E 2 c E a c e= a/ E£ƒ o Q) z# * e g o° c s 2 5 0 z 0 g / s g c f 2 / \ / / ) ƒ _\ � � / % / � / - 3: Qi U w E - o e/ 4- o mc 2 § // /\// 2 i 3 /U/ Ul -'- Ul >,0 / 2 �o ^ 2 / � / / \ /2 ƒ2 [2 ±s V) (L) O C: 0 2// .- R/ i c o° 2 e— o °ƒ c / t*— %y 2 0 V) e a y._ o\ o 0 -e/ Ll, / ƒ \ / / 0 \ / J (/) / / % N o7£Q) o�E22 \ \ / / f 0 / 0 N f f § / f ■ co co 4- 0 N ('7 N Y N Y v 0 I u L Q 0 L— l0 v V to QJ C C) Q v 2 rte--+ O O 4+ Q) � r� L Q) C O O QJ C l4- al O 4--+ QJ 0 iii O b0 p V LA •i = r6 Q) rC � > �--+ Q) C b0 O L N O X •� Q) i 4--+ — N C C cp p •rte--+ Ul •O N GJ - V L O D O .� — c N C:O F •E V> Oi NO O N > 0 4- O > O v m 7 Q) Z3 ul 0N C c Q) d N V in c O rOv6F +- Ov(o O to U v u ro (o (oN� v -0 r- , L N Q) � L 4-- V N v r✓ > p —Y 4-O CO N C r- .- �O c6 = N 4- C p 0 M L L QJ tLoC •LA LA � QJ >, OC O �O _0 C Y/ L Q� Q) Q) 4— p i� L > � Q 4- 4 Q) N b0Z3 L 4— L (� V QJ +- in c6 � p r- v QJ A tat O D OU V Q) � c fY1 u ul L 4, L in QJ vl L t�0 t � � c QJ p Q� in V Q) O V _^ N V > QJ N N v� �, O to N N � QJ >w 2 C ON E co Q) L 4- rO n r- Q) C V N-vON L N p cp r p p _ (A QJ O 4 L QJ O j L (6 '— C QJ L �--'C C Q) In Q) C L QJ O L r L O m rL-+ In C Q) •� V to to N D Q) � O O O QJ O l!1 N O (a).� O E j v E O QJ L t0 0ul +-N to +- C QJ M L .- (6 V E V Q b.0 to V bA Vru D N O w > Q) LA O O O} V Q1 O Z O Q) V N in (o O O(o_0 ro i b0 ro }' i >, QJ + ul C QJ U b-0 C � b.0 to C 4.1 ro C � � � O Z C C QJ � �+ Q) C L 4.1 N �+ •cp QJ QJ V O > ro .> > QJ C '- �-+ 4- N C ro v N � p QJ LA O r- L.L f6 (0 E '� >2 to E E L C C ul ro bA Q) O QJ V b0 Q) p O v L O r--+ 3: -0 O (n � to (1) L QJ = r QJ \ = — to 00 4--+ t!1 ( L 4- a a to L m N O QJ Q L b0 >, v C p_ i b.0 Q) L -Y cc C r - V V rop•iC' F to Q) * rQ v - � '.0�� F- ni�ui6�ooai u -QD° � co co 4- 0 N ('7 N Y N Y v 0 I Introduction to the Subject Site L Cn 1 I 1 �..�..... a.0 C� —---———------- i -I II Y I � I �I I II 11 I I 'CI I I Y I I_L_ CO ; 9 e I CO a '__"_."__-----J LL m CO CO 4 Oo C7 ^(U v v 2 41 41 41 111 a v c QJ Q -0 C QJ - M a - � Fu 00 QQ) ro O� V .c v p� U O r co � to QJ .� x O Q L N- a-' 4- _ QJ (A QJ c v v t6 L O v N QJ O o 0 0U N c t6 4-00 0 (a Lf) C �-' �_ 4, N QJ , �+ 4, to C ' v V .� O L QJ ° V (6 } O t CJ O O C in O O vii to t6 L c N C .�'Fu i OV V7 to M to 'b'p = '� 7 O C `e C to QJ CD Q) r N C L O r--+ (o .v f6 t]J Ln V O C Ln QJ ° L. 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C w In + O 7 Q In 00 a a a U L- Q Q m O C CO = d0 Q ^�v Q C C U v v r6 W c O� v 0 L r6 m Ul) 0 0Q VL C C X 4--+ Q o Q0 V1 Uj O C l V L Q N C C L 4-a- C 0 Q V V7 O i O Q w O O> OQ Q C Q O Q C Q Q Q N v Q O m i Q .c ate--+ O_ L O Q Q O Q m M tLo c6 >, I +' i N N p C C v 0 Q V N N •C L ) 4 Q) C V Q N V Q N L Q L Q M Q Q r1'S O c Q Q Q O Q N � Q c L Q+ Q� L O � a- M D v >, p V 0 0 Q C v in \ L v Q V O in in �p Q N+ L V) 4- w V) O> c..� > QQ)C 4, V) p V O N� O , QO O U N Qu D A O O Q c 0 ro O u N N bO _0� �b0 1 Q vNiv i4-1 . fo � � �Z, V)Q) 6CFu ( v _ �O � , VQZ mro _U �c Q 'N QiNte a- C CDL - - i iC O Q Q O A yp 4 ru 4-p C 0-0=�4-DO � N O_Q O_ V) Q Z 4- Q Z u Q - > W O v 0" C 0 n � i C OLCD C 4—JN O ru Q . c i� V)—> >Q Q •� V) ->— }> Q OO p L C Q O V O Q 4- WI /L�Q �/ O_ _ O_ Q E �, D Q W Q O N i� in C 4_ 4- vOCi0 4' i u V" Q fo _Nz L OMQ O�LC ro V Q O OC O N �-0 4= N i Z3 a� Q) Q c CD - Q) N = NbO v vo Q o N(n L— Q in = Q VQ Q r i v a--"ZL v� Q i ) C 0 Q 1 4- -� v7 Lri >� v •O Q — � Lii > L .- r6 � � > > Y >Q v v U) Q O O m co co (C) O i 0 N O (Y) O _0 N 0) L Q Q Q i C Q N � a - L N N M Q i V > M i L L 42 In in C - M - � Q v o Q C L Q v C L O Q L O Q O C N .� X O Q O � � v 4--+ C)- 0 O Q Y >Q v v U) Q O O m Introduction D the report e ■ / § £ / ( 6 2 �d fa %\ ® ƒ §\ 2 / N/ u 0 f e/\ t± z o» \ a// ° % \ 3) a 2 = CL y 0 L/) z \ G § 0 - ® f = ) % / u= ƒ 2 Ln 7 / 0_ c e= 0 o s E 0 e o 4- g Q- 0 / e i C)-2 ± k /\ a e 2 @ Zƒ / Q) * E y ® > / 2 � n e = 4- 2 * t @ � ° / o o E 2 o 0 c ] o f \ / ° � D $ / 2 0 4- M k E E / k 9 t/ E \ / ƒ • ) 0- 5* c 3 \ Ln / \ C / c / / * ƒ / E / \ 2 / § 2 g % / / u / f f § / L/) L/) \ % e O ° ° o 0 \ o/« s c 0 e 0 m 2 0 o c 2 2ƒ -0 o a c 0 ƒ 7 \/ 2 a \ g — 2 2\\§ 4- U') c k 0/ 0 4$$ 0 a c* 4 ro \ /—� t o r ZJ ® g 0 0 O 0— 4-(ƒ c 04 ro- /\_ 4- z ƒ e 0/ y aƒ � /E 0 o/ Qj \ k / e ® _ > \ � o % z ° ƒ / / / %ru-E/ o//M > / 0 Ln / ƒ/ U 2 e m Z3 0- X 3 0 2 0\ oCLO /* c c/ 2/ / § �CL � / \ ƒ — $ $ § 1 / / ƒ / qr:^ % g © 2 2 e 2 ° / ] § / s m _0 ® _ / 2 « J �\ N$ \ /. / / f f/ o f o ƒ m/ E . E a y o e ■ r — , / % 2 � k / E E E 0 / � k � § 0 Qj / 2 n LMA % § / k / E E E 0 � 0 c R 0 f k # / LU I m m S 0 S 'IT co ¢ 2 n 0- b [ u / } \ 5 / e � .¥ 0 0 0 a \ $ ± � 2 D \ 3 e 4- t 0 3 % / / 2 ƒ / / > / / E E { / � \ j o / / > o $ / / 0 $ / = -0-0 > 0 4 y c o / / s2 u o c m Q y/ m ul 0 2 c so© o u e 2 z-0 z J» c o© a e o e a o a w 2 \ \ A Q) Q) _ § \ o _ > c c 2 0 _— 0- o 2 e J 2-0 e c u c o ke u o o z' — Ln � c 2 0 c 0 a 0 J # # a Qj § / o% 2\ x 0 0 3 0 u 0>§ f f[ LU / 3 # o o / % // u \ 2 o t 4 e t z c e 7 0 ± I R E E£ G LU LU . . . . . . . m m S 0 S 'IT co ¢ 2 n 0- b [ u / } Introduction to the report O E w w E EV) O w ' O 0-0 ru u 0 > E E i O O U C v O >� C � L _U CIn Q C V) t n O O Q. -0 D .� V N O O M uL o c6 w N i E LL > 1 I 1 ! 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E 0 2 02 0 2 0 2 0 2 0 2 0 2 0 2 0 a < D < D < D < @ < D < @ < D < D » » » » » » \ \ \ \ \ \ ƒ ƒ ƒ ƒtLo ƒ ƒ 3 3 E E E 3 J J J J J J \ \ 2 2 2 2 2 2 \ \ 5 5 5 5 5 5 / / b-0 w w w tLo CLO CLO w a a a a a a 0 0 § < < < < < < a a \ u o 0 0 o e e 2 2 ° o \ \ \ \ \ \ \ / / / / / / u u £ £ £ It £ It \ \ \ \ \ / O \ \ \ / / \ * * » / z Q) g o e o / / 0 » / / ) 0 g c0 o z� a $ » 2 / / 0 a 0 J 2 z g z » a z o ° z y o e e 3 3 c E § \ = c y® y E u _° 2 0 0 \ 2 4 / t O# Om E 0 M \ \ \ / \ ® \ \ / \ e y 2 9 % G s o e % E N m # 2 e » 00 m m S 0 O LO q ¢ 2 n � Heritage Conservation Measures I I 1 � N O � N C V E > 0 VE X p w 0 0 N � N '6 O LL Q v E 0 Q X c C Q c �O C - N i b0 b0 Ci Ln " QJ � v O -0 -O � " " O _ _ N V N O QJ N V _ ru O Xro ro E QJ U _ 0 L Q) V1 L •� 'i -0 Q) O QJ V1 N Q 4- c: 5 L Vl c' v v v L 4-; O O O O N in QJ N S C L >� QJ C D L > N QJ N QJ N QJ C > QJ �' 0 C)-0 > C N QJ C) }' C: V 4- = -0 _0 QJ O + b0 D QJ O L O QJ QJ ro > E •V) QJ i 4--+ j� V L U O V - QJ _ N v� Q) (o U N L QJ O N QJ vpi N `6 N 4 ro QJ 0- p i N QJ O C C4- E E _ O CT p >, N C Op 0 O + cp v in + O p m c-0 bA a QJ N i �QJ 0 Q c� Q) D Oc Q 4- O N p O QJ O QJ Oru >O N r- rO C n in L QJ N dO 4-pU " C EVyro c V QJ QJ Q ro 7 O QJ 7 O Q) Q) QJ QJ 2:3 f6 N GO } L } b0 C b0 + 4J 4- > QJ C �' N c U- LLL—i Ln Q) in O 0 Ul� m r6 p- Q- N o m O p N v v= v ro w Q� v o c v N o v o ao v Q) (A O O c 4- O 4, �, c N QJ Q) O b0 � O GO i+ c O O c+ 4+ 4- O V b0 O= c + N O N O N N 4- L c 4- O L in U p_ QJ ro L `� Q) _ N b.0 C ('0 (A fL6 C QJ C CNQJ C OE �-CN (vU QJ Lx O= , D Q) p O_ N O i - =QJ O ,- O +- O QQ U N4, t, E c 3:C 4- 4- O M 4- Q) Q) 4- 4- c N , �cO iUo-Q cQ) r -O O cVo 0 4 - CLO L bA O b-0 > QJ O N d N rte-+ v N aN bA 4 v c O QJ O in Ln > c ro �, > O D O C QJ V in oji in p 0 0 in p 0 N 0 V OE (0 C ro a0--+ �' C bA (U C v O N C -0 C-0 Q NlLin QJ QJ < O QJ QJ r6 �CO a= O Q _0 • pW M 00C -0j _ 0 0 vgN -0 cao O V im°vo Q o o ru .� Q� v (A 2 c u= � v .c a U .� 0_ u= 4O m c co 4- 00 Oo -/�, Y Lo > \' J 5 0 /(U U T� Y a co co 0 N LO m (D 0) m 0- N v= N O NO I L E = L — 4- = >, (L) -0 C O= c C 4-+Y O C v N v O_ p C 4- — Y (-04- 0 0 E L C C ", C M Nb0 C N N, O i rp bA GO C mN in C v o E 0 O Q V N C N O v C) E W c w Q O ri+ 0 I -N rCQco p t ci L> OQj V + Cm O uN iQQ N p Q O > N O O N YC C0 wuOv W N V r�O O n O � ra a x .- M y C v v « CU v v QC E v -0 } u vi u C O oO� v E vQ 4-1 NC � - Nii L Nr6 Q Q 0 3: N+ - S O iQ vO C NN O N C O C N C C 4- N v m L NC b 0 n Q vw W x N~ O r� O c ffN Q �p N c r�o cn C m vii O N V V >, �= O--+ N N 0 .0 b0 N O CD N O N +� i b0 O C .� Q C v Q u N ru N m —_ N C E n O N c v Li +� 4-1 ul in i' r6 o c Q .0 — Ln > 4.1 i b-0 u CO CO N C N0 N u p �—r6 r� > > i O v O O bC0 a i N +L E EN O O d v Q � u p c v O M y c— N c C o u uc ��4.1 N Q i L ,n C O OL r O cN D N v M vZ bp0p b O O4.1 0 r� +, rp c C O L E O Li 'u Li 'u >, QJ i ' O-0 Q `� 0 O >, o C 0 C m 4 O E +-+ V N � bA c V) bA V) to���0 4- '���v C. Y+ c: WI Q d.l Q p ,"' pE�EvvQ�, bO E>, E t xas xas 4+ C C M 4- y m C L C O N C u V1 W N W N a% - (v }J O N v o � °o , °o v L L � 4--� v L L r� > C L C Q .0 Qj u N �--� >l CJ _ u u N O N Q Y, L N r6 C Q ,0 - � N C m Q r--� QJ r'� 0 r'� 0 p u m C v N v +� C O p c ra c b�O p c c in C Q Z r6 Q( LR Q m a C s> p u N' j N m v Q v E - L a N L a Y U) 41 0 00 m Introduction to the report 0 CJ 0 0 0 E O C) 4- C 0 E QJ Q) C O L L QJ C) -0 .Ul .N VLj v x 0 U C - c6 v N.4- ro v m v v -0 v ao 0 0 w'Q 4L 4--+ C a� a Q r--' QJ m i N N D N �O .0 4- 0 C Q �_ N ao 0 v v .0 o N N N L O C N > L L tU QJ N C 0 NO O 4- 4- O .N } L m L .— QJ C QJ = QJ N > E v 0 E C L ° N N C V b0 L 0 N V= O •v 0 •L ro QJ ro� 4--� L L �o m 7 4--' 4--� O QJ L L 0 b0 Ci O C N> N v M 0 0 ,Nil E° °_ 00 ro QJ N L N L M `6 `0 Vl C i 0E O> v 4J V X -0 Q-0 0 L QJ 0 m v-0 x N 0- 0 � v E o- �, N N C O C QJ V N `6 C — �' > `� L N-0 O_ V M M M N L C V b.0 .�°0 0 m 0 v N QJ = z 0 v -0 v m x o 0— V o Q N N° C QJ C QJ O C 'L L 'L 0 L N (>3 Vl QJ L •j > o m 0 4"' N m O L aJ °J �-+aJ L L -0 N C: p i v v o l v c° v a 0 oWOOEO- l7 v °�' i, v _0 'c ul M c° v � a°Jo ,Nn o -0 o x E 00 -0 E v 4.1 C o QJ ° bo N ro v o CO +, m ,� N C 0 C C b.0.— QJ C E �o L C Vl C L a--+ (t3 J O C N 0 N N O GO m r6 O_ -0 C M C 4--+ N N N O V+ M v'�i 0 C L 0 N-0 0- QJ C E L E O �o C QJ C QJ C Q N QJ �O C N Q r--+ > — ° QJ Q QJ > C° �' v N `� v 0 ° E i, m N V a, v m E g � � o _0 —0 U = v � � � � � °V' � �, � Qom . v " � � _ V_ C V C m 0 0 mUl L- 1 �O �O v QJ a= Q E C �o v M Q QJ O 3 �_ °� '� D ao v a0 '� v E o C v i v °J ro 0 > QJ E Vl Q L V O V 0 L QJ L L C 0 v E v i +� m x 4 -� C v d' ro L M CF— CO 0 m -0 L 0 'C QJ 2 N QJ N ro C L 0 CFz -0 C i+ M L 0 0 i C 4O (n N— C Ovl m 0 (n •fo E y + vl N vl O QJ N 0 M L C QJ Q N QJ N w •aL-+ N C Q C> C> QJ C — L b.0 L C X N O L C QJ mo m 0 C N 0 C N O N E N 0 C N N L Ul Oy = C O O N N C- O QJ = N O V `� O C m N v .0 OM w N L L 4- ao E ,� w ;� E x N N W 0_ -0 O C.1 C N m� N O O •w �} U= QJ mmC U QJ >,Q)X N to � 0 U 0 ao 0 0 o L v NE 4- E C ,D QJ c v N � � QJ . U C � v v E N L N 0 E C ro QJ — ) m i Q QJ >, o Q 0 E c>o 0 C - v CY v 0 c .`n i t `� '� ° 0 N E V E aJ O N— 0 N E 0_ v �o Q�J o �o O O L 'vl -0 -0 E U Q i� ° vl iJ N N m �_+ V C 0 C ° N i � m M N ro v 0- ° N 4- 3: C 0 QJ 0 -0 M 4' C vlx E O x U O Q °J QJ N �' o v 0_ m m Q - C v �' E 0 N _0 ro Q E .0 L M v vxi m i-0 vi v c° =- m v v O U L° v 0 C L i o c-0 0 w o O E Q�J , 0-0 0 o v -0 W 0 0 o E L v >, 0- ao > vl V c 0 v `n E ao U° oU U 0� +� m Q° N c E ao v V v E v 0 .Q V C E co x N X Z3 m 0 ro C> N )— C +�-+ N C �n L m N N v N°ro ao E `� C X 0 v vl 0 V O -a Ui a, �, 0 V E Q, o v w 0 vl E 4- 4.1 C v o v E > L >, +� L. 1Nil L Ul= 0 � N ro O C C �o L L �6 0 0 u � ro�� x N �-0 >,- v ao� x v V QJ x v v •� L 4- v 0 E L U C N �, ao E 0_ C) v 0 C N 0 Ul O v L v v L (A ao o 0 V QJ ao E 0 fl 0 Y- i L f0 Q) N O N C •itj E 'Q C M U QJ N C ftp L C O H QJ X Oo ° a QJ L Z3 O •L QJ U v° E >1 QJ N �> O Ci m - 0 c QJ � ° O V m QJ � 0 C: QJ QJ > Q�J Uq C °; v 0 0 o +� E C C E C v L C 0 C 0 N a, o C c Q Q O O N C v Oro -0 N N N lC/7 N a0 ° .O QJ QJ N C L vl -0CJ E c) i N L E C N C> i-0 rp Q O C N QJ 4J L V O C N Q 0 ° N 4--0y U C mUU v Ln 0 0 •i E v °' 0 v Q > r6 L ro L L O 0 .�,°— O C �, O v 0 'C QJ L C L C > C O +�-+ 4--+ a--+ ro V QJ 0 �+ N a=+ N C QJru 0 N Q v) 0 L (a 0.N L QJ C mC Q)-0 (6 QJ N L U L Co � 'Q in _ In E m E E ° = E .� -0 0 -j in _0 v L° in ° rn m CO CO 4 00 m - Lo (D (6 V � v b0 v x v v v v 0 QJ � QJ ±' C C b-0 -0 C QJ QJ QJ bA 4 -QJ C QJ W i i L p co 4- LO O C O� C O ki vl co O QJ + rp > C O _ C p V 00 C QJ L EQJ n � V C •L ul N L i p 1 b.0 (C) N 0 O N X CJ N 0 p> O F N C i N v Q O Vl r0 4' C C O O N N QJ QJ ul C p O N .X QJ 4' Q V O QJ V N C LO V .- QJ 0 C QJ OV � v — N bA C C bA m C N .� C CLO L�-4-1C O >, r>3 4--0 O C •IJ � N N N 4, O ro 4, QJ vl V N N C a, V C C O m- 4--+ i QJ O_ Vl C p N N Q QJ Q)bA i 4 O (A Q V O Q v Q O Q QJ O V 1 to4-C .� N QJ = > O v r6 !� C b-0 '� N Q QJ Q- N 4--+ M to v i C Q) Q) N > O } C C 4 4--' Q — O C C L V O C Q p> u QJ 4J vl In QJ QJ Q C to QJ > O QJ t0 QJ }' O L 00 O O QJ p L p N C O QJ C u C N M C Q C O C V yl �+ QJ C O ,1 C C bA ro ro QJ N O .> O Q �, O V 0 O '— v bA = 'L N .- i O QJ > QJ vCi '� L a--+ QJ Q QJ O> Vl ro C C —} C C N to QJ Q L p C C _ .0 V^ N Q= > 4-1 Y7 Q Q L >, L N O V r0 4 O p QJ QJ QJ V b4-1 A V In Q QJ C •� L rp QJ C QJ X _0 i E C C bio .b-0 C a--+ p Q L ate --+ •C C •(A p Q QJ QJ L OI L 'X — C QJ M V Q) � C C C ND O N -0 QJ � L � C> V 4- a--� O j QJ vl _0 �, C QJ C W O � p -0(o C v r6 vl CLO -0 ONS D� �._�O �bAC C O� Q) QJ � v 4' C O a--+ QJ C ,� *5<- 3: Q OV (A ro C •C C +� 4 - C O 0 � QJ +�-+ C = X v_l � •� L O a� C QJ O -0 _ O0 _ O ~ � � (A (A C C � C � �, � t).0 O C QJ � p C � i r6 QJ O �_ p O `� N V7 m N QJ U 4 N N O �_ N N C E •L = =— v C N L 4- >, O C QJ QJ — (A i QJ 4-V i QJ QJ .0 ro 10 QJ Z3 C C C to .� QJ i V L V C C QJ L Q m L ate--+ i (A O � ci Q Q bA ate-+ N O Q O N m v CO QJ C QJ i i Vl O QJ �+ Q > L O lul bA C v N —O V > O O V4 C -p N v -a=, C Vel rA N QJ � � V � 4.1 � � W.0 . � � C QJ C � � C D � � � O VC1 ate--+ X QJ O V .� QJ J > p — V L Q > > V > �'- > Z � Vl U C > a - QJ Q > •V Vl 4-+ -0QJ O -a QJ QJ C L -0 C C -0 QJ N L O C QJ ki vl m O = vl rp > p L EQJ N V C •L ul N L i ate- •> C QJ N 0 QJ 4--+ CJ ci O V ' r6 Q O Vl r0 to P C O O N r>3 QJ QJ ul vl bA O QJ C Ul > V O C V D .- QJ r6 uni — N a- QJ +, C m C .� C L r>3 ro C v O O O ro QJ V i r0 C-0 Q QJ QJ i Q O Q v O _ 1 to4-C a--+ v r6 QJ OV N N ON O C N, O C r6 u O 'L , = N bA L QJ > i 'rp 4-O + j O m ; QJ i O QJ V yl L vl QJ C O ,1 Q QJ v ate- ro C QJ > >jC O > r6 N a--+ QJ to p� C —} N vl N V LU L +-+ QJ C Q= > 4-1 C 4.1 Q Q C p QJ O0 O V r0 N L N QJ > QJ QJ V T L V In Q QJ C L rp N V _ C O ---� 4J 7 N C a--+ p Q L r0 N V .L L i ND QJ C cp C r6 vl > N r6 Introduction to the report vl v O QCi Cj 0v c v > _ v N Ul ON ro•C Ul Ci i .LA Lni 4- v ,--+ N > > C 0 4- O 4--' bA -C Q bA Q O Q 'N Ul to 4- �6 E QL Q- E -0 C> �6 �- , -+ Q C Ul 0 Ul Ul Q ki Q Ul 42Ci C O ° � Q ��0� Q N-0 Q� Q _0 O Q-0�Ul v >2 ro O E vvN� M�FUQ_---0 — ,� v SEN C O 'L � o c V Q- �o Q N Q i U Q 4 C `� O ) U— Q 4J V EO Cj C Nin O } N C O 4- C v Q Q -a U �o U >� V O>N u >, C F v C C Q V >> O O O_ •vl -0 Q v O O O O O m ro O> O N �--' O0 O O Q v O H O V U C >2 O O •Y �--' Q C r--' VUl Q •N — O WN 4+ � -0bA C C L O , i N Q i, Q C C i Q C7 Ul C C Q 7 S C C Q -+ O O Q N U O N Q L U C N- C �0 0 >, C V U Ul .42 V O F Q ,- n Ul 4J 0 Q Q ON 4- Q i ro i Q Ul b0 i b.0 Q L til C 4 -Ci Q O> Q QJ Q> Q C Q C O ,--+ C: ro to O0 V Q }, co Q V C 'C C C �--+ U O V�� V E>QC N A D Q)o—•u Ul Q �v VN m O > U i � nO _�vOOC4- 6— C C,Q O Q Q 0 E C U T •0 C i v Q O Q U1 U1 Q UlO N O .� O bQ0 bQ0 Q Q- to �O �OC) M O N N > bA 0 co v O V N Q � >> O O O N in E N m >2 Ul O C N p U Q( m Q O L i Q bA � v 4- Q L O m E.- �, +, M Q m � C Q C C L to E Q 4, V Q V ao C O Q to N Ul C Q Q E Q V — — bA C .- M i L 'E � r6 Vl Q C ,--+ C ro Ul C C v 'Vl O V C Q C fl- C C Q� N_ O bA Q i 4--' C Q bA >2 4.1 Q O U Q to — N Ul N Q O L Z3 to C) m .E C bA C Q .0 � Q O v i 4- Q i� .� Ul N O > 'V Q_ E C Q L to v O v U Q C to O C Co C C N CO +- v Q E C L p O N •� C Q Ul CT O Q C m 0 v Q ,--+ Q V O Q E iJ C �, 4- ,--+ C QC)C C O >> U N N Q v 4-,--+ Q ,m Q Q O 4- O vl Q r6 Q O C Q C U, j C Ul Q Q) = •m Ulm ro Q 1Qil QO `° Q v c6 Q Q 2 C O Q Q Q 4'Q C O C C 4-E �' C �o O Q �� C 4-1O E to C v 4.1m C Q ,� N 4- Ul 4J Co b.0 m ,V Vel Q > O •C Q N U1 N Q !n •� L Q C O C .0 �-_+ >2 Q L --o C C C b-0 E C Q> ° Q i Q mmE o c m C 4- U L Ul >z °' Q C N ���QQ�,� O M o Q Q Ul >, � w i Q O Qo .N LLI V ro QEQ0-Z3 > Q Q O — Q ,_' Q- N r- Q ,--+ Q ,�--+ O C O N Q Q ,--+ U M Q C Ul O �o C .� m C C N N .V i C C:C LnO Q Q m Ul L p 0_ O U E N m �O 0 O Q C C E> vl Q Ul vl m o O w N Ul L L m T v E c E `� ,- v V Ul E O ° EF - 0 CJ N � 4--' -0 .E •C � m J b-0 •C to J •C 4.1 C V ,--+ Q E '� i Q Q O 7 C ,""' ro Q m U Q �O > N ,--+ C C bA Ul L ,"' O �o E�,-' (n C— Ci U V a--' C C - V Q L V '� m Q to C QJ Q �o Q L C C O E U � O C Ul V Q ,�--+ Q }, O > ,-+ to >, �o V ,C-+ Q �o L }, Q i Q � N �' O Q O N �� 4J Q C U Q� N� >2 Q O C , U C C Ul ro O O N > p •X Q O E bQ0, N Q C � 1 N Ul O C 0 6 O Q O 4(11C Q C- L- Q Q Q C �o C C Q Q Q 'Vl Q� L.L N O Q �--' Q J V Q •i Q Q U C Q .� •C (o mIn Q N > i �; Q ,--+ m Q In m C Q m Q N Q ,bA C N Q 4.1 m O U ,-+ - s U O_ +> V C Q 0 Q LL O_ 0-0 V 0 V V O 0 V�: 0 T, v 0 ao 0 M Q) L N Q V N c c 0 N 4- O 4- 0 - CL) 0_QJ N O 0- 0 0 0 - LA N D N b-0 M L Q) El N M V N N 4 - Ln N D w v O c O V 0 N N 0 0- 0 0 0- Q) N 4- i O c a N O_ V c J N N 0 0- 0 0- Q) L N N N N N N � L O Q) V) V v Q) 4- V 'N V t� Q) 4- 4- 0 --+a--+0 D -0 Q ro N � 0 N V � N 4- 4- (A ,4 - N O c i O N 4- N (-o D V N 0 = N N N � D � O_ Q) D Q N L 0 N c v c 0 V N 0 0- 0 L 0_ N L N N D V N w M 0- 0 0 O Q) co co 4- 0 m LO (Y) (1) c� a Heritage Conservation Measures m v c co 4- 00 OQ ti- L > ('7 5o /(U U I L bi-0 41 2 >v v v ;r v p a U O O v L to �O 3 E E 'a -a E N > O O s= Y Y Q O 7 s= Y O 00 rn Y (� O U W aL+ In vii OJ C — _ O C O Q Ln *' E O O C V QfL_ E m -4 = 4f L Q 00 L ccL +�+ cc U i N } U �O O O ca UO E 0 O 0- 7 O C O i N CLO 0 L.LC m m C C m m O - Q _ O O Li C N Q O 'O N Q 0 E - n cO v +c O U v U U La O �, 1n =>, 1n Z C tD � C cc Q �4. cc UO is +, OJ tcco C fD Q N L cc N O O Q C U = VI O LE VI .M41 Vi L U fB > > - E U f° CLO c fBcc E r O OL W Q E L Q U cc N W Z U cv� C F A .Li _`� `� -0t-1 U O C O U C fC V) C N t N LF- fD 2 Ov 7 t M W c • v*' v p 'a W U C Q m E 'a v N Q L c� C U : _ UO N IAE O O cc v —O v v O - — O t% cD W OJ W 0 L L LZ— U00 0 E N 0 = L U L -a Y _ V 'a O Q C C LL Y N ca ca 'a U F O O O u Q u O a m YLn C o v O ~ E O m > O .E V1 O 'a to 00 O C a0 O UO O ca v (a � Q) > C E �>— 0 +� � .> v v O ° O °' E °' Y Y c% 6=,I O E Y U O �, O- O U � O `� v O N (a U C •E a XD E Q .V N O L Q N C ++ Q O N O C 1n Q cr L H O +J ca 'a O U w O ca C LF- UOj lD O m !I •'• I;!, r -I 00 a v v O t O 0 =3 O t c -I ^ w Q- C =8 O � iJ C v c 00 •� U j 1 I C cDr,ate-+ NE �O cD .E l _ W N �O n OJ z a ) ., 0 •E N O -`^ 0 a N — O a - U U O U L C o W OJ7 > a a a H0 Z a :F- v) O O m v c co 4- 00 OQ ti- L > ('7 5o /(U U I L bi-0 41 2 >v v v ;r v p a Q) c N_ ru ,� O `L- >, vi .i c In C v 00 Yom, Q v +� I� .N N .�°- Q .+p- co N N N N O vl N ro Q .- -0 X-0 i N - 4-- C p L N O O > r--+ O N V 0O ON V 4--, L C> C7 (6 N N L r6 V r- N— p .O -0 N N O-0� V c O Fu 4 N L vl ru� Q) o Ul N 4--v ° �D m O N m p E N °— + In N c c" p Q c v p 4.1f6 OV O NN C 0 V to N Q N to O ON O N to N N N V O r--+ N> >, O 4.1 C 4O L °� ul C� N C N O v N >, w e � Q•p V " C M `° p N vl to L N C N __ v Q = -0 Y, M M N N to E >, N . A i C C V m O L N Q N In n V to N N N In i Nun L N r m O v Y, >, O c p c N 0 Lnc Q v 0 r_0 c> L N N N ul c 0O O C c p ul N° ul L v v N _ in 00 C a--+ ' '� v L O V 0 N Q 0 N p — U O c ulC a C N Q i Q N N v a C N 0 O rip Q i 1n C V L Q O N N U U C L O- N+ O N L O O L N 'a c 'i= .0 >, O c= O 41 -0 + c =_ _ �_ p L O N m — > O O � N bA O O L N ° N � i U} 4- Z to N 4.1 bA u �6 0 c O O c O C Q p C N i C , p C N r6 u Q -a N O Ul C Q O Q- O L N N C ul M C OV 0 Q C >, .0 V N L C% L C v m >> N bA i 4-' to N 00 N to O N V bA C: 4- X C 4-v Ul C .N E Q p Q C �6 M" N N m N I C u)N N N C E C V c p i m�L O to Q) >, m N V N In = O V 4- m N 41 L N C m -a V p 0 QJ QJ p C> L C In N D N C m O V L 4--, LL m N N Qo to C C C •O v L 4-1 � C 4— C C OLp�O VC E N 4-1 4. O v}a-+ O N m N o N O 4--.0 U, ON O to N V 4- N M QJ C 0= O L C N — N C Q N m i p N rte--+ Q 4- L bA L m N N m N m vi oNmo C N te� v Q ov N N .— C V mm p N N a.1 bA•N- O p D N � N D un_ O 0 o Cc 4.1 EN v4. p - � U - � �j . ul + M Q - N N O N r6 O> N m Q p 0 C) r� N p m 'D C N N m y p- C Y' p 4--, p> N 4(nl cp >, N N N r--+ L N N Q to m �O p- p a' � ate--, � m 0 i C bv0 E m 0- .- N i ul Q C= N U -0 �, N ul a--+ C C N C N aN C vl .2 O N vl c i J O j Q N m O N c N ul 'L O c r6 N Q N C ul p �, OL N N N N- v H ,n v = C — O "� � m p N Q i O V o� ° v c O v v v WO O c m N> °; L Z3 � ul COO V i C m ibA 0 , 0 O ul M 4- N N V 6 O O Q Q O p OQV O" p C O O 4J o N 4.1 _0ml 4- bC I M > C) N Q n N> C iC MO � c-0 Q QJ +>- ip vOil Q) NC LNIn C m N O6 NVoN ° Qm � =Ou O O -0 ' Y ro N C V m _C O0 C: _ v C p pO ci - N M C N b0 � C i N N C>- O v L- 4- > (0 v p m ♦�1^ M Q �+ •N J N m N N O aN+ C E� N— .i N V N O •i WV N V^ p- m m bA to Q V V Q C C E N C N O N OO 4- N O 0O } bb E- C ° > C bb pL — N> 0 2 p v N i o , V Qo C: v°c L o m m o o � CTZ3 C ° v v Q �NC M° O c 4 - o LLA ) V Q m c -0 c m. Z3 -0 Q m Vn 0 O Heritage Conservation Measures Ln ,,, c v - Q) a� ° vi v .N .- c v ° V- O L� c� O 00 C in O iCn �O (A —NC V � NL v C Cfl DN vEw O>i� OO OO N � N0 7(0 .N U 'O- 0 4- 00 V V- C v>- v p- `a c c c v a� > (7 Q) i U .w � -0 O i� bA QJ .� N_ U WV NW QJ N 4-+ 4J N C N C L V QJ v p N �+ •i C Q_ O_ (6 OV O O- V �° O V Q QJ O N C L V a v C >> to Z3 N C L C >>4-O C -0 Qf 0_ i N 4.1 ° •L QJ QJ 5 W N N N V CC 4-1 Q) O 1O �v UN AQ C 0O rcr �Wc O O C U N O C 2 N _- O 4-O N t N N Q 4- Q C O (A m v Q) O v c E c v v L= c° = v uct , O� Db°-0v 4- 41 o o41 >, >, U 4- >.O�L oN L c � in in ° c> c o 'L U 4- Q v N > 4- °Sao ° � 4- Q) v O O LC � Li L N i b(A i O_ Q, O° OO °p6•X r-p C QU r-+� N r-4- CD-_ O w r- -0 0A4- Q) O V Q) 0l -0 4.1 X Q) C .� �, Q) +� O bA L X N Q) O > o — C N N O C L C C W 0 C Qj a� 4-0 V V QJ 0> C O O� O C QJ r= N � U C °- W N N L2>, E i r6 V ° in C> bC-0 N •N O C J •� ° N C N O O U O N f6 QJ 4 QJ >� � QJ i V 4- O b0 .0 O C Q 1 C •C EO "O LU b�A N > O O N ° 4--+ O_ O E W Z3 bA i ( QJ O V r--+ �+ (p i O- O_ N i 'i Ul }' O_ w �w In bA v N N QJ °J v v -0 E° °' v -0 U v= U v a, 4-1 v °�' ° °N' v C O v° X X C V O bo C i in L ro V L= w w in m Q N m 4- V— V . N QJ L N >i QJ -a w Q1 ww-0 w L Q) }' Q) L C r-' Q) C Q L Q� W a--+ D L L O Q° r--+ 4, 4- m O M C C C ru M O O C Q O L C c v n '� a) E U)Q v - E D E a� 'o v� 'o > c v v ,n v- c- O O c ,- C c 4- Q) N v >, ° v E N c c �� ° v LV o c o f v c v O '� M v— O c E V M Q) O i Q) C Z3E m y QJ 4- O U �6 E Q� N N O i N Q vi v'�i C C C°} Q) 4- cp O E O 4, �m Q) m Z3°LAJ )0Qv� 0- Q -�� E v °O -Q O m °v o M C V^ O in 4- m'H cN> > c 4- � in c I• c L v, Q) c O > C O .v ° QJ E N i bA N �-+ 0 +- 4� 0 mc L c 5 c 4 S v c E o c 4 + O QJ QJ N O N in N V m bA O L C v 'L N N N i N Q_ - C ° v �, c � m E a� U) 42 � Q D Q) v Q) X c v -_ D >, 4-m co bA o=-0 �E v Q) �- E o.� v 4- m ci ° °+�v m ° .- = .- 0v v ° vc E -0v } o cNC E ° �v•Q O- M vn O 'M ON +V VC L �Q) -0 U 4N—� Q) QONCOv toQO m N V1-4 bcA b° +- o o - O� v 4- — O (AM C — c4- co c( a� +- v cU c o-0 m 4 Q�E, -g0 �'s -c vA°i c> w v Q, �E a,c v-+ U, bA � bA 4- C C N N O C OV C> v :Llc C O o' V D° 6L ,. v V V �Z3 E W v a� O N c c v v V �. 5 � O ° QJ f6 .N V^ > QJ C 4� *- i QJ QJ °- O C C v O m }' _0 42,C E � 4--L }' 42N :8O OU c— � 8 F--� +�-+ r6 Conclusion O U C O U O CO CO O O m 0) m 0- Q b0 L C O N m �� L C:142 Q +� v �-- C C O >r Q i b0 Q Q V In bA OC � � O Q Q j ° O Q N L Q L m°' o v v , O �p Q U1 c: — + Q)O ,F ° O Q C Q O 1 Q V Q C v i Q Q> U1O f6 4- b0 O l�j C N L N l�j 5Q ° O b0 U1 O4.1 Q U1 ~ •Q W i CO L E C b0 Q O O D Q)j--+C C Q-0 D C Q C C p Q r V O O ° Ij 4- L b0 Q O N V Q C C O — U C Q V1 ut N Q C C b0 C L 0 ,� Q O C O N _�� C C Q r6 u V1 L Q-0 00 O O4.1 N N Q =; Appendices \ 4D \ K % ± / % y / \ -E � \ � \# ƒ e/ c t e I c J y @ 7 ® 5 / + 2 § » � � 2 ©© / a# 2 \ » / / > c D a c f 0 \/ $ 0 2 0 5 § t * y \ k / D* f / // 2 0 j » f e/ e G 0 $ % o$ g e o= y \@ § ± \ // R $ \ \ \ / \ $\ \ \ / \ f (\ 3 \ 2 Ln 02 0/ • 7 # w = c G 9§ a/ / 0 ro £ Q f / / > \ 0ro ƒ D = - / / ƒ 2 U \\ % o\ / / /\0 «/ / + c 2 » u \ LU LA R g@ { e -0/ / Q2 0» I •*2 / 0 14 / LU / % / \ / tj / k / / / / ro 4-1 / 3 ( / / o M 0 a / / Q c a e y I x z J 2 0 - .- a % § o o Q s o 2\ �� c o e t / y X 7<# # c y �\ 0% a o.- 7 0 2 2 7 £ E &$ ze// 0 E 2 § \ ° \ s E ° * / \ 6 E 2% (IjG Ln 4 - ° 2 s . c 0 e R a 6 � O\ = 9 — e%° 6 I I > o ° I # \ % # 9 o E « e » e 4/ 73 7�\°ƒ �- /@0Sd/ 7§/� Q e w e s g w w J» w E w _a w E w= e co co 4- 0 N C7 N zo milli .--- P q G a a1W-� 1. 3 -- — -1j-- -- Appendices . � 1 A, , e♦1 I , m ' 1 1 °t5 1 1 1 1 1 @ 1 Fk. I IL^JL_ILJJJ II . � 1 - ' 1 1 1- 1 1 1 1 1 I IL^JL_ILJJJ II m I 1 1 1 1 1 �1 1 1 1 , L ° I nim 'io I N I � IN@� 1 ieOl �C��I �1 I IL^JL_ILJJJ II o / 1 / 1 / 1 Y - ' m I 1 @ I 'Y@1 , L ° I nim 'io I N I � IN@� ieOl �C��I I�O�I 1 coc 1 O0 1 1 (hw 1 :co OO 1 1 I C) C'4 R' 04 r 1 I N a O aT 1 0):1 , � 1 1 .. m iT 1 1 a) 1'22@2' is D ❑ � . I I ++ I I N 1 I I O I ' 3 1 I � I � I � 13 I 1U� I (_ E E 1 v 1y l I I , � > I � I I o, 1 I I LL I , I N � C I I � 1 O 1 1 a 1 I I Lo O 1 6, J -J O 7 O1 1 1 0! E 1 1 ' I I v v , 1 , 1 'ol I 1 5�) rW 4 1 J I 1 N I -,E Q I _ 3 J_J 1 1 @ I N 1 1 � I y I 1 1 1 ^1 I @ ' 1 W^1 I I v L E 1 L � 1 4L -I 1 2 1 I Lo Q l l d -,.e �I w � fs I m 1 � I ' � I M ' I L' 1 W � O1 F- T' 10' 2 1 Z ' , G' I 1 w=' _ i J Q 3 1 "30 1 Q F/7 Q 3 I , I , I I L I Q I Q I � I I T I I � I I � I Q Q Q L 2 O Q O ; 00 00 0 00 M N m , O , I O , �O MM' IOYcN Q, ;CN N m , o, Z , .. CO 0), , 2-12 m m, �d�00, 00 00 o 1 � 1 C?(() ,M C? I �O Nat ' 10 d N �N d0N I 1 � T Z 1 I O 2 N 16 �d000; 6 j I 'OI C I I Q , U @ 00 El 99E ' 0) I , C I I a N E ME] E ME] , O' I , 1 0- ' J _; ,11 '0 C El =o oFrI a) —ml imi —mi 0 ❑8 0 U @ 00 El 99E El El a N E ME] E ME] '0 C El =o oFrI a) m @ N o ai El El El o El =o El E O) C C U C ° =E, @ C O O "O C O '@ 0 ❑8 0 ao ao ao 0 go ' Mr ' 2,ON ' � N ' N d NC(L , O, Z , ,gym 0), , , 2 2 c13 �a 0 0 U @ 00 a N '0 C a) @ a) m @ N ai @N �y O) C C U C @ C O O "O C O '@ m m U U @ N 0 0- N 0)� O O O O a) N >O O @ C a o C > > m p E O m ts Z V p 1] @ o a m N N C C O 7 u O -Co 0 m O C @pa O J @ >O m — @ C U N "O E L C > @p_ O_ fn _0 N N @� VN C N z C p C E O Co w N j N @ C C N 0 C a) N C V U 0 zY 8@ @ V 0U om @ C O tll @ L .@ -p o ONa)N-0 o v; 0 _ @ @ - Z 0 m O 5 N U@ m �Oa-0 Y oC >, W U M p U C 1] a) C F � E U @ � p � V z y E. 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N O F m me m O E o m > @ o o ma) 'FO m LL, m @ m >, S m U) z @ C m @ m @ C E C O U O C O m a) U C U L 0) X 1= m O U U U W0 0 N p_ C@ >O.m� N N F 9 p 0 E p> v v J W ( F d' L E J J 2 � N c+> v =lm 2 Ln cfl ao ao ao 0 go ' Mr ' 2,ON ' � N ' N d NC(L , O, Z , ,gym 0), , , 2 2 c13 �a 0 0 I ' I I ' I ' I ' I ' I I ' I ' I ' I ' I ' I � ' 1 ^1 I I W\ I I 0 ' I ' 1 � I I ' Iv ' � I I I � ' I ' 1l- I I ' ,v I I � ' I ' to I W ' 1- I ' I U I � ' L.L I ' y I 0.0- -0 O z E ' ,O I W I L r 1 ^1 I W I I ro v • V 4-7 I ' O Ln Z, ' 1 , ro 1 � I 1 4- W ' L O } �J / f 1 I � l I Z3 ro 1 � I 1 � I I ' � � I a) ' � I I � ' � I I � fTWS.! `\V --I > =E ! ' `V o Ln 0 E , %- O I 2 2 m -o "O I LI 1 I � m c c 3 O 14- ' @ I C0 S 1 (^..i1 � J N n` n � . C O Rl 0 0 E ME] a) m ME] U o) El Q =E W�E =El O �o 00 00 I V O I ON I O[ ,M —(,a,) I O (h 1 1 I(N CV ;CN Y NIM 6 1 ZI @ a) U o) Q C 0 Z a O C m -o "O O a m c 3 C @ @ o E . 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L Lu U H k w w 00 < D U) 2 2 2 2 ww o, W 40 .0- ru M- LL L Lu U IF Z2 gaeee§ w 00 D U) 2 2 2 2 w 03 LU MW LL "ON U L Lu w 00 LDv/ 2 2 2 2 w 1N0 03 LU MW LL Appendices i O c� i Ca M N O N Z w RT a� E w u 10 Duke Steet West Kitchener. Ontario Existing Facade Retention Structural Assessment Report Project No. 24012 Draft report issued November 17th, 2023 Final report issued December 4th, 2023 Report Prepared by: WEN a IDDIDIKU ASSOCA1 ISS =--' CONSULTING EN Page 418 of 688 10 Duke Steet West Structural Assessment Report Existinq Facade Retention Proiect No. 24012 TABLE OF CONTENTS 1. INTRODUCTION...................................................................................................................................1 2. TERMS OF REFERENCE....................................................................................................................1 3. METHODOLOGY..................................................................................................................................1 3.1. Investigation..................................................................................................................................1 3.2. Applicable Codes and Standards..................................................................................................2 3.3. Analysis......................................................................................................................................... 2 4. OBSERVATIONS..................................................................................................................................2 4.1. Existing Concrete Slabs................................................................................................................3 4.2. Existing Structural Steel Framing..................................................................................................3 4.2.1 Columns................................................................................................................................ 3 4.2.2 Beams...................................................................................................................................4 4.3. Wall Assembly...............................................................................................................................4 4.3.1 Foundation Wall....................................................................................................................4 4.3.2 Above -Grade Masonry Wall..................................................................................................5 4.4. Slab -Wall Interface........................................................................................................................6 4.5. Masonry Condition........................................................................................................................6 5. RETENTION APPROACH.................................................................................................................... 7 5.1. Sequencing...................................................................................................................................7 5.2. Temporary Bracing........................................................................................................................8 5.2.1 Bracing Within Existing Structural Bays................................................................................8 5.2.2 Vertical Strongbacks............................................................................................................. 8 5.2.3 Horizontal Lateral Support Angle at Existing Floor Levels....................................................9 5.2.4 Lateral Support at Column Splices........................................................................................ 9 5.2.5 Other Conditions, Miscellaneous Framing............................................................................ 9 5.3. Disconnecting Material to be Demolished/Removed....................................................................9 5.3.1 Terra Cotta Tile and Interior Finishes....................................................................................9 5.3.2 Wall Cutting and Demolition................................................................................................10 5.3.3 Removal of Slabs and Beams.............................................................................................10 6. DISCLAIMER & LIMITATIONS...........................................................................................................11 APPENDIX A - SKETCHES OF TYPICAL EXISTING KEY DETAILS APPENDIX B - RETENTION FRAME CONCEPT SKETCHES John G. Cooke & Associates Ltd. Page i Page 419 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary fagades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar's intent is to retain the existing masonry facades by primarily making use of the steel frame of the existing load-bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), as construction of the latter progresses. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP, the draft version of which, dated June 23, 2023 and available to JCAL, requires "That the Owner's Consulting Engineer ... submit a Structural Assessment Report for 10 Duke Street West to be included within the Demolition and Stabilization Plan, ... advising on the means and methods to be used to safely remove portions of the existing building and to avoid causing structural damage to the historic portions of the front facades...". This report is intended to satisfy that requirement and be the basis to develop the design further. Designs indicated herein are not for construction but are intended to show concepts and intents that will be developed further and coordinated more closely with the new construction, during production of a set of shoring and sequencing drawings for the purposes of pricing and construction. JCAL was provided with some photographs of original drawings. These lacked several key details regarding the existing structure and JCAL first undertook an investigation to identify and confirm these details, along with condition of exposed elements that may impact the retention of the facades and the need for any restoration work that might be required in advance. This information was used in developing analytical models and the approach to the retention concept that is discussed herein. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. METHODOLOGY JCAL completed an investigation of existing conditions, identified applicable codes and standards to be referenced, and completed analysis of the existing and new temporary components to be used in the temporary support of the fagade during the course of the new construction and retention. 3.1. Investigation Jonathan Dee, P.Eng., CAHP of JCAL made an initial visit to the site on September 6, 2023, accompanied by representatives from VanMar and mcCallumSather, the heritage architects who have completed a Heritage Impact Assessment and Conservation Plan for the subject property. Jonathan Dee and Andrew Azinovic, EIT revisited the site on October 18, 2023. Using hand -tools, investigatory openings were made in several locations where possible. Locations were identified for further investigatory openings, to be made using power tools and with the assistance of VanMar's forces. These further openings were completed by VanMar at JCAL's direction, and reviewed by Jonathan Dee and Andrew Azinovic, throughout the course of the day on October 30, 2023. The investigation included primarily of the use of a chipper to remove interior terra cotta tile and plaster wall finishes John G. Cooke & Associates Ltd. Page 1 Page 420 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 to view the enclosed structural elements and details, and to remove brick from the interior side of the exterior walls, to determine the construction and condition of the existing wall assembly. 3.2. Applicable Codes and Standards The primary codes, standards, and guidelines referenced during and applicable to the production of work described in this report and for further development of the retention design are as follows: • Ontario Building Code 2012, inclusive of latest effective amendments (the OBC) • Structural Commentaries of the National Building Code of Canada, including Commentary L: Application of NBC Part 4 of Division B for the Structural Evaluation and Upgrading of Existing Buildings • CSA A23.3-14 - Design of Concrete Structures • CSA A371-14 - Masonry Construction for Buildings • CSA S304-14 (R2019) - Design of Masonry Structures • CSA S16-14 - Design of Steel Structures • Standards and Guidelines for the Conservation of Historic Places in Canada, published by Parks Canada. 3.3. Analysis The applicable wind load was calculated to OBC 2012, using a reduced importance factor of 0.75 for calculating loads for serviceability and deflections. It is our opinion that seismic loading may be neglected during construction, given the brief construction period relative to the 2500 -year return period for code -specified seismic loads. However, seismic considerations are relevant in the permanent attachment of the facades to temporary elements that may remain as part of the permanent structure. The applicable seismic load was calculated in accordance with OBC Article 4.1.8.18 for building elements and non- structural components. The applicable seismic loads were calculated, using seismic Site Class C as recommended in the geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.), and it was determined the above -noted wind forces govern design. Rigidity and stiffness requirements for the lateral support of the masonry generally governed design, and the limitations stipulated in CSA A371 were followed, of U600 for unreinforced masonry where flexural stress is perpendicular to the bed joints (i.e., for bending in the vertical direction of the wall) and L/300 for unreinforced masonry where flexural stress is parallel to the bed joints (i.e. for bending in the horizontal direction of the wall). Analysis of the existing and new temporary components to be used in retaining of the facades was carried out using procedures identified in the above -noted standards documents and using Bentley STAAD structural analysis software. 4. OBSERVATIONS Observations made during our investigation that relate to the retention of the existing facades are documented below. Sketches of key typical existing details are included in Appendix A. The building's structure consists of one-way flat concrete slabs, spanning on steel floor beams. These beams are supported on two interior east -west lines of structural steel columns and, on the load bearing exterior walls at the perimeter of the building. A further general description of the building is otherwise documented in the Heritage Impact Assessment or Conservation Plan and is not repeated here. John G. Cooke & Associates Ltd. Page 2 Page 421 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 4.1. Existing Concrete Slabs The existing floor slabs were hammer drilled. While only a relatively small drill bit was available, these were measured as accurately as possible and found to be 127 mm (5") thick and are believed to be overlain with a bonded floor topping for leveling, which is assumed to be on average 25 mm (1 ") thick. The floor slabs span in the east -west direction, between floor beams. These slabs were not scanned for reinforcing steel, but we believe they would contain smooth reinforcing steel bars parallel to the span direction, and temperature steel reinforcement in the opposite direction. 4.2. Existing Structural Steel Framing 4.2.1 Columns The building's columns are generally clad with terra cotta tile and plaster. Occasionally this has been overclad with newer drywall and steel studs. Openings were made to expose the structural steel columns within, at • three locations above the Ground floor level, • two locations above the 2nd floor level, and • one location above the 31d floor level. The key findings are that the column steel is generally exposed behind the terra cotta tile, with no additional concrete encasing or coatings beyond the grey paint (see Fig. 1). A column splice, suspected to be present but not otherwise documented, was found at both openings made just above the 2nd floor level (see Fig. 2), and not at any of the openings on other floors. This splice location is believed to be typical at all columns and may act as a hinge in the column if not laterally supported in both directions at all times. Fig 1: Looking up a column enclosure, from G floor to 211 0 Fig 2: Typical column splice, above 211 floor Below the splice, the columns were found to be wide flange profiles with welded top and bottom flange cover plates. The wide flange profile was measured to have a depth of approx. 225 mm and a flange thickness of approx. 19 mm, and the cover plates to be approx. 12 mm thick and 260 mm wide. These may be historic US 8" WF @ 58lbs/ft sections per the 1946 US Steel catalogue. For the purposes of analysis, these were conservatively analysed as modern W200x71 sections, plus the cover plates as measured, which is a similar but conservative selection. Above the splice, at the 3rd floor opening the upper columns were found to be wide flange profiles with no flange cover plates. The wide flange profile was measured to have a depth of approx. 200 mm and a flange thickness of approx. 12 mm. These may be historic US 8" John G. Cooke & Associates Ltd. Page 3 Page 422 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 WF @ 31 or 35 lbs/ft sections per the 1946 US Steel catalogue. For the purposes of analysis, these were conservatively analysed as modern W200x46 sections, which is a similar but slightly conservative selection. 4.2.2 Beams The steel floor beams, present interior column lines and with an additional beam at the mid -span of each bay, were understood to bear on the exterior masonry walls. These beams are generally clad in metal lath and plaster with exposed steel beyond. Openings in the ceiling and wall finishes around a typical beam were made below the 3rd floor beam bearing on the south exteriorwall. Lath and plasterwas removed and the interior wythes of brick were removed adjacent to the beam (see Fig. 3). As expected based on available documentation, but of significant value to the project to definitively confirm, no steel column within the wall was located. A steel bearing plate is present below the beam, and the beam was found to bear approximately 200 mm (8"), or the full depth of the two interior wythes of backup brick (see Fig. 4). Additionally, the top flanges of the floor beams are noted to be embedded above the soffit of the slab. •act. �- Fig 3 Typical beam bearing on brick backup at exterior wall 4.3. Wall Assembly 4.3.1 Foundation Wall 13 Fig 4: Typical beam bearing length on exterior wall The foundation wall assembly was investigated at the interior of the basement, toward the east end of the south foundation wall, by removing a portion of the interior plaster and terra cotta (see Fig. 5). The wall assembly was found to consist of, from the interior: • plaster, • 76mm (3") terra cotta tile, • approx. 13 mm (1/2") gap, and the • concrete foundation wall. Naturally, the removals did not extend through the concrete wall, but the exterior is finished with limestone, which is presumably bearing on a ledge in the concrete foundation wall. Dovetail tracks were noted to be present on the interior face of the concrete foundation wall, and one dovetail anchor was found extending into the terra cotta tile (see Fig. 6). This may suggest that dovetail anchors were used on the exterior stone as well, and future masonry conservation work should be mindful of the fact that dovetail anchors from this period are prone to inconsistent placement and corrosion. John G. Cooke & Associates Ltd. Page 4 Page 423 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 Fig 5: Opening in terra cotta tile at foundation wall, interior Fig 6: Looking down at opening, dovetail anchor 4.3.2 Above -Grade Masonry Wall The above -grade load-bearing masonry walls were investigated from the interior, primarily with brick removals completed above the 2nd floor level, near the east end of the north wall, 2nd floor (see Figs. 7 and 8). The interior brick was very difficult to remove and therefore only one opening was made, and conditions were otherwise exposed during investigations of beam pocket and slab -wall interface. The wall assembly was found to consist of, from the interior: • plaster, • 76mm (3") terra cotta tile, • approx. 13 mm (1/2") gap, • two wythes of concrete brick backup masonry, laid in common bond, and the • exterior wythe of clay brick, laid in Flemish bond. The interior terra cotta tile was noted to be anchored to the backup brick by way of corrugated ties, as one of these was located in the removal area. No ties were noted between backup wythes or to the exterior brick, and the brick wythes are believed to be tied together solely by way of header bricks. Fig 7: Removals at above -grade masonry wall, interior Fig 8: Angled view of opening shown in Fig 7. John G. Cooke & Associates Ltd. Page 5 Page 424 of 688 10 Duke Steet West Existinq Facade Retention 4.4. Slab -Wall Interface Structural Assessment Report Proiect No. 24012 Determining the slab -wall interface is important to defining a removal methodology that will not impact the integrity of the existing walls and to determining a temporary and permanent approach to laterally securing these walls. Removal of the interior terra cotta to expose the interior side of the backup brick masonryjust above the slab was completed in two locations at the 2nd floor (see Figs. 9 and 10). The interior brick was removed in one location and the slab was noted to extend into the backup masonry. The terra cotta wall tile bears on the slab, and a topping appears to have been placed overtop of the slab. It's likely that the exterior brick wall was built up to the underside of slab level with the slab poured directly onto it. We do not believe that removing the existing slab from the exterior walls is necessary and that doing so may result in unnecessary damage to heritage fabric. Fig 9: Removals at slab level, S wall, above 2nd floor 4.5. Masonry Condition Fig 10: Add'I removals of interior finishes at slab level The backup brick masonry, consisting of the two interior wythes of concrete brick laid in common bond, where exposed in the above -noted investigatory openings, appeared to be in very good condition. Joints were well filled with mortar, including collar joints, the bricks and mortar were intact, and it was quite difficult to remove individual bricks. The exterior wythe of brick consists of an extruded clay brick, laid in Flemish bond. The mortar joints are generally intact and in good condition, though there are localized areas of debonding and erosion. No signs of systemic delamination or outward displacement of the exterior wythe was noted, and it appears to be well bonded to the backup brick masonry. The vertical brick piers in the exterior wythe of brick project slightly towards the exterior. We suspect that this projection is created by simply thickening the collar joint between the exterior and backup wythes. There is also a continuous vertical mortar joint up each side of these piers where they interface with the adjacent brick masonry. While this might be cause for some concern, a header is present at every other course and this is believed to be a true header, tying the wythes together and no systematic separation is noted along these piers. See Figures 11 and 12. No investigation was carried out of the exterior stone cladding at cornices, foundation level, etc. Given the age of the building, these may be keyed into the backup masonry and/or anchored to the backup brick using strap or cramp anchors. Often in buildings of this age anchorage was only provided to the top of the stones. However, no systemic issues were observed of displacement of the stones, and no special care is believed to be required for these in terms of the retention. John G. Cooke & Associates Ltd. Page 6 Page 425 of 688 10 Duke Steet West Existinq Facade Retention Fig 11: Typical projection at brick pier 5. RETENTION APPROACH Structural Assessment Report Proiect No. 24012 Fig 12: Typical continuous vertical joint at brick pier The overall approach to retaining the existing facades is to retain these in-situ while the new building is constructed within the footprint of the existing. In order to minimize retention costs and impact to exterior areas along the facades, the retention will make use of the existing structural steel framing along the walls to be retained. This will be supplemented with new temporary steel bracing and lateral support members. The existing floors will then be removed and replaced with new floors, at matching levels, at which point the lateral support of the existing walls may be transferred to these new floors. 5.1. Sequencing Careful sequencing of the work is a key factor in the successful retention of the existing facades in-situ and is necessary to ensure that overall stability and adequate lateral support of the facades to be retained is maintained at all times. The order of operations is anticipated to proceed generally as follows: 1. Remove existing terra cotta tile and interior finishes to enable access to backup masonry and enclosed structural steel elements that will be part of temporary bracing system. 2. Core or cut holes in the roof and floors at piers and install vertical strongbacks from above, using a crane, at the interior face of the existing walls to be retained, where indicated, with a. full -height (spliced) strongbacks at braced bays and b. partial -height strongbacks at unbraced bays 3. Install temporary steel framing, including a. diagonal bracing within existing structural bays where bracing is identified to be installed, b. lateral bracing in both directions at all existing column splices, where existing columns are identified to be retained, c. lateral support angles to interior face of backup masonry, above all floor levels, and which angles will ultimately become part of the permanent anchorage for these fagades. 4. Create separation cuts in the existing fagade walls, at points where the existing facades will no longer be retained. 5. Complete the demolition of the portions of the building not to be retained or temporarily to remain as part of the temporary support system, including the facades (salvaging any stone or other material indicated for such), and following an engineered demolition plan. John G. Cooke & Associates Ltd. Page 7 Page 426 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 6. Construct the raft slab in the basement, encasing the base of the remaining existing columns within the raft slab and securing the raft slab to the exterior foundation wall. 7. Remove and replace floors along the interior of the facades to be retained, one at a time, by: a. anchoring the vertical strongback at the unbraced bays to the wall at the position indicated, centered on the slab to be removed, b. saw -cutting the existing concrete slab to be demolished to free it from the walls to be retained, c. temporarily shoring and then cutting close to the walls the existing steel beams bearing on the walls to be retained, d. placing the new structural slab, casting around the columns to be temporarily retained, e. securing the new slab to the lateral support angles placed above each floor level, and f. repeating at the next floor, above. 8. Remove temporary steel bracing and strongback members, leaving the now -permanently affixed lateral support angles. 9. Cut off existing columns that were temporarily retained above the top of the raft slab, remove the columns, and infill new slab openings around them. 5.2. Temporary Bracing The lateral support of the facades to remain during construction will make use of the existing structural steel, supplemented with temporary steel framing, as described below. 5.2.1 Bracing Within Existing Structural Bays The existing column lines inboard of the fagade walls to be retained will remain in-situ until the walls are laterally supported by the new permanent structure. Several of these column bays will be braced, in both the north -south and east -west directions, with new diagonal bracing members installed between the 2nd and 3rd levels, and from the 3rd floor to the roof level. At unbraced bays, the existing and new slabs will act as diaphragms, to transfer lateral forces collected at these bays to the braced bays, noted above. The bracing approach, developed to minimize the amount of bracing that is required, relies on the column bases to be encased within the raft slab, effectively resulting in a fixed connection. 5.2.2 Vertical Strongbacks As confirmed during our investigation, there are no existing steel columns within the exterior walls to be retained. Vertical strongbacks, steel members placed against and anchored to the interior face of the walls, will be introduced at each column line along the walls to be retained, in order to serve the following functions: • resolve axial tension and compression forces at braced bays, especially in order to resist tension forces that would otherwise be induced in the masonry by the diagonal bracing, • bring forces collected by the lateral support angles at demolished floor levels to the diaphragms above and below the strongback, and • provide an attachment point for the lateral support members perpendicular to the wall that brace the column splices to permit removal of the 2nd floor slab. John G. Cooke & Associates Ltd. Page 8 Page 427 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 The strongbacks will be installed from above, through vertical pockets cored or cut into existing slabs at the interior face of the exterior walls, directly adjacent to the existing floor beams on column lines. At braced bays, the strongbacks will be effective for the full height of the walls, with a splice between 2nd and V floor levels. At the base of the strongback, they will be vertically and laterally anchored to the raft slab and/or inside face of the existing foundation wall. At unbraced bays, the strongbacks will be set and repositioned as required to bridge from a removed floor to remaining and new floor diaphragms above and below, respectively. 5.2.3 Horizontal Lateral Support Angle at Existing Floor Levels An angle will be placed along the full lengths of the walls to be retained, directly above each existing floor level, and anchored to the interior face of the walls with HILTI HIT-HY 270 or similar adhesive anchors. The angle will span horizontally between vertical strongbacks on column lines. This angle is anticipated to be fairly large at L203x203x19, in order to meet stiffness requirements for lateral masonry support in this condition when slabs are removed. Upon completion of each new floor slab, this angle and its anchorage to the wall will remain and be secured to the new floor slab. 5.2.4 Lateral Support at Column Splices As noted in the observations section above, column splices were found above the 2nd floor level, at roughly the mid -height of the overall column, and this is believed to be typical of all existing columns. These splices will become unbraced upon removal of the 2nd floor. It is necessary to ensure that lateral support remains in place at these splices, until the new 2nd floor structure is completed and may restrain the column or, if lateral support from the 2nd floor is not possible, until the existing column is no longer required. The lateral bracing will consist of a horizontal steel member, spanning between all column splices along the column line parallel to the wall, and ultimately supported by a braced bay in that column line. In the direction perpendicular to the wall, the splice will be braced by a member that spans from the splice to the steel strongback at the interior face of the wall. The bracing member will be sized in accordance with the strength and stiffness requirements in steel handbook's procedure for bracing assemblies, in accordance with CSA S16 clause 9.2.6.2. 5.2.5 Other Conditions, Miscellaneous Framinq There are isolated conditions where the typical bracing pattern may not apply, or may conflict with vertical elements in the new construction, such as stair and elevator shafts. These details will be developed as the concept is pushed into further design and as comprehensive temporary framing drawings are produced. Further coordination with the overall building consultants will be required. We anticipate providing additional steel framing around these elements, or resizing of specific members to resist intermediate loads, should it not be possible to work around temporary framing, or where these new elements may not be relied upon to provide temporary lateral support. 5.3. Disconnecting Material to be Demolished/Removed 5.3.1 Terra Cotta Tile and Interior Finishes The terra cotta wall tiles and interior plaster finishes, along with recent steel studs and gypsum board, as well as original and more recent ceiling finishes will need to be removed John G. Cooke & Associates Ltd. Page 9 Page 428 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment Report Proiect No. 24012 from most areas in order to install members needed for the temporary stabilization of the walls to be retained. These components are not load bearing, and they may be removed without impact to the balance of the wall assemblies or structural systems that must remain temporarily. Care must still be taken to make sure removal is completed safely, and to not leave sections of terra cotta tile vertically unsupported. 5.3.2 Wall Cutting and Demolition The portions of the existing facades to remain must be separated from those portions that are to be demolished, prior to demolition. We propose to make this separation by way of saw -cutting, at an appropriate mortar joint line in the exterior wythe, in a position that will not leave partial bricks or stone fragments with less than a 1:1 aspect ratio of length to course height. The saw cut will penetrate the full depth of the masonry wall assembly. Upon completion of the cutting, it will be necessary to consolidate the wall ends, by raking out any loose mortar and filling these and any existing voids with new mortar. Additional anchorage will also be provided to secure the cut ends of any stone units to the backup brick. Finally, we recommend temporarily capping the wall ends with plywood and a membrane, to mitigate water infiltration and any resulting damage until these ends are permanently tied into the building's wall envelope. 5.3.3 Removal of Slabs and Beams The portions of floor slabs to be demolished must be separated from those portions that will remain temporarily as part of the bracing system. We propose that this be achieved by saw -cutting, in continuation of the line of cutting in the walls. As the existing floor slabs and beams are pocketed into the facades to be retained, we propose to cut these free at the appropriate times, by saw -cutting along the slab edge near to the wall, and by cutting the beams free from the walls. The remaining stubs of slabs and beams would remain in the walls. While the slabs are concrete and pose little concern, the beam ends do carry the potential for future corrosion, causing future corrosion jacking of the masonry to be preserved. However, we note that where exposed, the embedded beam end showed only minimal surface corrosion, we noted no significant evidence of corrosion jacking at present. Additionally, the effort and impact to the heritage fabric from attempting to remove these beam ends now would be similar to the effort required to complete this work in the future, if it ever becomes required. For these reasons, we propose to retain the beam stubs within the walls. John G. Cooke & Associates Ltd. Page 10 Page 429 of 688 10 Duke Steet West Structural Assessment Report Existing Fagade Retention Project No. 24012 6. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. 0 10016200 z1va -04-202E OF G� Jonathan Dee, P. Eng., ing., CAHP Principal JD/id 24012/10 Duke - Structural Assessment Report John G. Cooke & Associates Ltd. Page 11 Page 430 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX A Structural Assessment Report Proiect No. 24012 SKETCHES OF TYPICAL EXISTING KEY DETAILS John G. Cooke & Associates Ltd. Page 12 Page 431 of 688 SINGLE WYTHE RED CLAY BRICK STEEL BEAM =00A r n-r-rA S1AU CbVNECTioAl - -ryp. CRETE PING CONCRETE SLAB �4`u1Z ACS Page 432 of 688 SINGLE WYTHE RED CLAY BRICK CONCRETE FOUNDATION WALL TCOMA rn-r-rA 5j.46 - WACG C0 !V p,5C'► l 0A1 - 1?16f 1,l6 jv -T DNCRETE DIPPING CONCRETE SLAB 2011 hr , f6 w AZinv,& Page 433 of 688 STEEL COL 611r:11:10 3ATA�• RIVET FASTENER CONNECTIONS SLAB CO W MN CON AG uT i ov - r YR CRETE PING CONCRETE SLAB STEEL BEAM Boa I lvl�� Page 434 of 688 RIVET FASTENER CONNECTIONS SPLICE PLATE LOWER STEEL COLUMN NOTE: TERRA COTTA, PLASTER FINISH, ETC. NOT SHOWN FOR SIMPLICITY. UPPER STEEL N G 0ztlr7iy 5 PL r Cl-:- ALU 2-4 FLOO R PLATES RING PLATE CONCRETE TOPPING 2ND FLOOR CONCRETE SLAB jqpiz Page 435 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX B Structural Assessment Report Proiect No. 24012 RETENTION FRAME CONCEPT SKETCHES John G. Cooke & Associates Ltd. 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Ontario Existing Facade Retention Vibration Monitoring Plan Project No. 24012 Draft report issued December 15th, 2023 Final report issued December 15th, 2023 Report Prepared by: WEN a IDDIDIKU ASSOCA1 ISS =--' CONSULTING EN Page 442 of 688 10 Duke Steet West Vibration Monitoring Plan Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary facades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP. The draft version of this approval, dated June 23, 2023 and provided to JCAL, included Heritage Planning Conditions which require [t]hat the Owner submits a Risk Management Plan, including a Vibration Monitoring Plan commenting on the means and methods that shall be usedto minimize vibration to 10 Duke Street West during grading, construction, servicing or other site development works to the satisfaction of the Manager of Development Review and the City's Heritage Planner. This report is intended to satisfy the requirement for a Vibration Monitoring Plan. Further to other conditions in the Site Plan Application approval, JCAL has already completed an investigation of the subject site, including destructive exploratory openings, and prepared a Structural Assessment Report, dated December 4th, 2023. Design progress drawings for the new tower have been completed and reviewed by JCAL, to 75% progress at the time of this writing. A geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.) has been prepared and also reviewed by JCAL. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. EXISTING CONDITIONS JCAL completed an investigation of existing conditions at the subject site. Observations made during that investigation are more comprehensively described in our Structural Assessment Report. A summary of the relevant facts are included in the discussion below. The existing building is constructed predominantly of one-way concrete slabs, supported by steel beams, which are supported by interior steel columns and, at the building perimeter, load-bearing multi-wythe brick masonry exterior walls. The exiting building is a 3 -storey building plus a full -height basement level. The existing exterior walls are in good condition where visible on the exterior, and where exposed during investigatory openings made at the interior. The walls consist of an exterior wythe of clay brick with two backup wythes of concrete brick at the interior. These are bonded together with regular header bricks. Mortar joints remain generally intact, except for localized areas. and openings at the interior revealed a well -constructed wall assembly with solid mortar present in the head and collar joints. Stone masonry is included at details such as bands, sills, and surrounding the main entrance. Localized repointing and other conservation work will be required as part of the preservation and retention of the relevant portions of the existing facades, including at stone details and throughout the masonry. No bulging, significantly displaced stones, or excessively deteriorated or unstable John G. Cooke & Associates Ltd. Page 1 Page 443 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 masonry was noted that would cause us to consider this building to be especially vulnerable to vibrations. Masonry conservation work is not expected to be required in advance of construction. One caveat is at the parapet which extends above the roof level. The interior face of the parapet is fully covered with metal flashing. While it was not possible to assess the masonry at arms -length from the exterior, and mortar joints here do appear to be generally intact, there is some efflorescence at the exterior of the parapet. This is an indication of high moisture content and migration, suggesting a higher likelihood of deterioration of masonry within the core of the wall. There is nothing to suggest a deviation from the course of action proposed herein, but the condition of this parapet will be monitored and assessed further, as work is ongoing on this project. 4. PLANNED CONSTRUCTION As noted in the Introduction section, above, the project includes the planned retention of a portion of the primary facades of the existing building at 10 Duke St W, for integration with a new tower to be constructed on the site. The project's intent is to retain the existing facades by primarily making use of the steel frame of the existing load-bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), floor by floor, as construction progresses. The interior finishes in the building are typically applied to a terra cotta tile backup placed with an approximately 25 mm gap to the interior wythe of backup brick. As part of the work to stabilize the fagade and to integrate it with new wall assemblies, it is proposed to remove this terra cotta tile and all finishes. As such, impact to plaster or other finishes are not a consideration in determining the vibration susceptibility of the building. The new tower will be constructed with a raft foundation, the base of which will be set close to the basement level of the current building. The raft will occupy much of the height of the current lower level of the building, and, aside from elevator pits, the occupiable space of the building will generally extend from approximately grade level and above. The geotechnical report indicates that native soil on the site consists generally of fine granular deposits and silty clay till. It is clear that rock will not be encountered for the proposed depth of excavation. As a result of the foundation and soil conditions, excavation is anticipated to be relatively minimal. It is further understood, as communicated by VanMar, that the limited excavation that will be required will proceed using sloped excavations. Certainly, no blasting or hoe ramming of rock is anticipated to be required. Currently, there is a basement mechanical/boiler room within the existing building that extends further below grade than typical conditions, approximately an additional floor level below grade. This room is located against the North (rear) wall of the building and extends for approximately 10m in each direction (about 1'/ structural bays). The brick chimney which extends up beyond the roof is quite visible and is located at the northeast of this room. It will be necessary to fill and level the subgrade prior to construction of the raft slab, and the geotechnical report provides two potential options for infilling at this room, to bring it flush with the remaining basement. The first is to place lean mix concrete for the height required, and the second is to place heavily compacted granular fill. VanMar have indicated that they will place lean mix concrete to fill this void, which would not result in significant vibrations being induced, as the costs are quite comparable between the options. Overall, vibration from excavation is expected to be relatively minimal. General vibration from other construction is expected to stem from miscellaneous construction equipment and activities, such truck traffic adjacent to the facades retained in-situ, and no special circumstances are anticipated to apply. John G. Cooke & Associates Ltd. Page 2 Page 444 of 688 10 Duke Steet West Existinq Facade Retention 671 Vibration Monitoring Plan Proiect No. 24012 Localized vibration may be induced from demolition and construction activity near the masonry to be retained. The bracing and construction sequencing and the design of temporary lateral support for the existing masonry facades to remain in-situ are also being prepared by JCAL. Provisions for saw or torch cutting of masonry, concrete, and steel elements connecting to the masonry to be retained will be included. Specifically, • saw cuts will be introduced in masonry walls at the interface with masonry to be retained before demolition is to occur on portions that are not to be retained, • saw cuts will be introduced in the concrete slabs along the masonry walls to be retained, before those slabs are removed, • steel beams that are connected with elements to remain will be torch cut prior to removal, and • the use of chippers on elements that remain connected to the masonry to be retained will be limited to 12 Ib. electric models, unless a mock-up demonstrates that alternatives do not risk damaging masonry. VIBRATION LIMITS Vibration limits are not stipulated in the City's conditions, nor is there a municipal bylaw in effect to limit vibrations. The nearby City of Toronto has placed limits on construction vibrations, in their bylaw No. 514-2008, and those limits are indicated in Figure 1, below. Table t.0 "Prohibited Construction Vibrations" Frequency Vibration Peak of Vibration Particle Velocity [hertz] (mm/sec) Less than 4 8 4 to 10 15 More than 25 10 Fig 1: City of Toronto construction vibration limits The above -noted vibrations, while a good benchmark, are limits for any construction activity and are not necessarily applicable or appropriate to all projects. For historic buildings we typically recommend following the limits established in the DIN 4150-3 Standard, per line 3 of Table 1, included at Figure 2, below. The limits are • 3 mm/s for vibrations less than 10 Hz, • 3 to 8 mm/s for vibrations between 10 to 50 Hz, to be interpolated linearly, • 8 to 10 mm/s for vibrations between 50 to 100 Hz, to be interpolated linearly, and • 10 mm/s for vibrations above 100 Hz. We recommend proceeding with the limits indicated above in this case. These limits are quite low, and are intended to mitigate effects of vibration on historic buildings that might include deteriorated materials or sensitive finishes. The masonry facades to be retained on this building can be expected to be more resilient than many more delicate built historic structures. John G. Cooke & Associates Ltd. Page 3 Page 445 of 688 10 Duke Steet West Existinq Facade Retention [4 Vibration Monitoring Plan Proiect No. 24012 Though we do not anticipate exceedances even of these values given the understood nature of the adjacent construction, these limits could be re-evaluated should these limits be found to have significant impact on construction. Table 1: Guideline values for vibration velocity to be used when evaluating the effects of short-term vibration on structures Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 446 of 688 Guideline values for velocity, v,, in mm/s Vibration at the foundation vibration at Line Type of structure at a frequency of horizontal plane of highest floor 1 Hz to 10 Hz 10 Hz to 50 Hz 50 Hz to 100 Hz') at all frequencies 1 Buildings used for 20 201040 40 to 50 40 commercial purposes, industrial buildings, and buildings of similar design 2 Dwellings and buildings 5 5 to 15 15 to 20 15 of similar design and/or occupancy 3 Structures that, because 3 3 to 8 8 to 10 8 of their particular sensi- tivity to vibration, cannot be classified under lines 1 and 2 and are of great intrinsic value (e.g. listed buildings under preservation order) 'j At frequencies above 100 Hz. the values given in this cotumn may be used as minimum values. Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 446 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 8- ,&------ - - Fig 3: Part South Elevation, indicating proposed locations of vibration monitors. 7. NOTIFICATION AND EXCEEDENCE PROCEDURE The vibration monitors must be connected for continual reporting of vibration events that result in exceedances of the vibration limits stipulated above. Exceedance events shall be reported by automated email to the Contractor, Owner, and appropriate Consultant(s). In the event of an exceedance the Consultant is to be contacted. If the exceedance is not the result of disturbing the vibration monitoring equipment or very localized activity around it (both of which are common causes of exceedances), and the Consultant considers the exceedance to be significant, the Consultant shall review on site for any damage that may have resulted from the exceedance. Future construction activity shall be modified to avoid further exceedances. In cases where this is not possible, and the exceedance was not observed to have had any impact to the structure, the Consultant may advise with respect to increased vibration limits. Note that this approach is intended to be generally consistent with the DIN 4150 standard, which states that "Exceeding the values in table 1 does not necessarily lead to damage; should they be significantly exceeded, however, further investigations are necessary." As noted above, it is our view that this building would likely tolerate vibration limits above those stipulated. 8. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. Page 5 Page 447 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. J. K, DE 100' 62005 EC -15-202 'AtZ C]F O f fP' Jonathan Dee, P. Eng., ing., CAHP Principal JD/jd 24012/10 Duke —Vibration Monitoring Plan John G. Cooke & Associates Ltd. 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INTRODUCTION...................................................................................................................................1 2. TERMS OF REFERENCE....................................................................................................................1 3. METHODOLOGY..................................................................................................................................1 3.1. Investigation..................................................................................................................................1 3.2. Applicable Codes and Standards..................................................................................................2 3.3. Analysis......................................................................................................................................... 2 4. OBSERVATIONS..................................................................................................................................2 4.1. Existing Concrete Slabs................................................................................................................3 4.2. Existing Structural Steel Framing..................................................................................................3 4.2.1 Columns................................................................................................................................ 3 4.2.2 Beams...................................................................................................................................4 4.3. Wall Assembly...............................................................................................................................4 4.3.1 Foundation Wall....................................................................................................................4 4.3.2 Above -Grade Masonry Wall..................................................................................................5 4.4. Slab -Wall Interface........................................................................................................................6 4.5. Masonry Condition........................................................................................................................6 5. RETENTION APPROACH.................................................................................................................... 7 5.1. Sequencing...................................................................................................................................7 5.2. Temporary Bracing........................................................................................................................8 5.2.1 Bracing Within Existing Structural Bays................................................................................8 5.2.2 Vertical Strongbacks............................................................................................................. 8 5.2.3 Horizontal Lateral Support Angle at Existing Floor Levels....................................................9 5.2.4 Lateral Support at Column Splices........................................................................................ 9 5.2.5 Other Conditions, Miscellaneous Framing............................................................................ 9 5.3. Disconnecting Material to be Demolished/Removed....................................................................9 5.3.1 Terra Cotta Tile and Interior Finishes....................................................................................9 5.3.2 Wall Cutting and Demolition................................................................................................10 5.3.3 Removal of Slabs and Beams.............................................................................................10 6. DISCLAIMER & LIMITATIONS...........................................................................................................11 APPENDIX A - SKETCHES OF TYPICAL EXISTING KEY DETAILS APPENDIX B - RETENTION FRAME CONCEPT SKETCHES APPENDIX C — 02 03 44 — SHORING AND SUPPORT OF PERIOD STRUCTURES APPENDIX D — 02 41 10 — SELECTIVE STRUCTURE DEMOLITION John G. Cooke & Associates Ltd. Page i Page 463 of 688 10 Duke Steet West Structural Assessment & Retention Plan Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary fagades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar's intent is to retain the existing masonry facades by primarily making use of the steel frame of the existing load-bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), as construction of the latter progresses. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP, the draft version of which, dated June 23, 2023 and available to JCAL, requires "That the Owner's Consulting Engineer ... submit a Structural Assessment Report for 10 Duke Street West to be included within the Demolition and Stabilization Plan, ... advising on the means and methods to be used to safely remove portions of the existing building and to avoid causing structural damage to the historic portions of the front facades...". This report is intended to satisfy that requirement and be the basis to develop the design further. Designs indicated herein are not for construction but are intended to show concepts and intents that will be developed further and coordinated more closely with the new construction, during production of a set of shoring and sequencing drawings for the purposes of pricing and construction. JCAL was provided with some photographs of original drawings. These lacked several key details regarding the existing structure and JCAL first undertook an investigation to identify and confirm these details, along with condition of exposed elements that may impact the retention of the facades and the need for any restoration work that might be required in advance. This information was used in developing analytical models and the approach to the retention concept that is discussed herein. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. METHODOLOGY JCAL completed an investigation of existing conditions, identified applicable codes and standards to be referenced, and completed analysis of the existing and new temporary components to be used in the temporary support of the fagade during the course of the new construction and retention. 3.1. Investigation Jonathan Dee, P.Eng., CAHP of JCAL made an initial visit to the site on September 6, 2023, accompanied by representatives from VanMar and mcCallumSather, the heritage architects who have completed a Heritage Impact Assessment and Conservation Plan for the subject property. Jonathan Dee and Andrew Azinovic, EIT revisited the site on October 18, 2023. Using hand -tools, investigatory openings were made in several locations where possible. Locations were identified for further investigatory openings, to be made using power tools and with the assistance of VanMar's forces. These further openings were completed by VanMar at JCAL's direction, and reviewed by Jonathan Dee and Andrew Azinovic, throughout the course of the day on October 30, 2023. The investigation included primarily of the use of a chipper to remove interior terra cotta tile and plaster wall finishes John G. Cooke & Associates Ltd. Page 1 Page 464 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment & Retention Plan Proiect No. 24012 to view the enclosed structural elements and details, and to remove brick from the interior side of the exterior walls, to determine the construction and condition of the existing wall assembly. 3.2. Applicable Codes and Standards The primary codes, standards, and guidelines referenced during and applicable to the production of work described in this report and for further development of the retention design are as follows: • Ontario Building Code 2012, inclusive of latest effective amendments (the OBC) • Structural Commentaries of the National Building Code of Canada, including Commentary L: Application of NBC Part 4 of Division B for the Structural Evaluation and Upgrading of Existing Buildings • CSA A23.3-14 - Design of Concrete Structures • CSA A371-14 - Masonry Construction for Buildings • CSA S304-14 (R2019) - Design of Masonry Structures • CSA S16-14 - Design of Steel Structures • Standards and Guidelines for the Conservation of Historic Places in Canada, published by Parks Canada. 3.3. Analysis The applicable wind load was calculated to OBC 2012, using a reduced importance factor of 0.75 for calculating loads for serviceability and deflections. It is our opinion that seismic loading may be neglected during construction, given the brief construction period relative to the 2500 -year return period for code -specified seismic loads. However, seismic considerations are relevant in the permanent attachment of the facades to temporary elements that may remain as part of the permanent structure. The applicable seismic load was calculated in accordance with OBC Article 4.1.8.18 for building elements and non- structural components. The applicable seismic loads were calculated, using seismic Site Class C as recommended in the geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.), and it was determined the above -noted wind forces govern design. Rigidity and stiffness requirements for the lateral support of the masonry generally governed design, and the limitations stipulated in CSA A371 were followed, of U600 for unreinforced masonry where flexural stress is perpendicular to the bed joints (i.e., for bending in the vertical direction of the wall) and L/300 for unreinforced masonry where flexural stress is parallel to the bed joints (i.e. for bending in the horizontal direction of the wall). Analysis of the existing and new temporary components to be used in retaining of the facades was carried out using procedures identified in the above -noted standards documents and using Bentley STAAD structural analysis software. 4. OBSERVATIONS Observations made during our investigation that relate to the retention of the existing facades are documented below. Sketches of key typical existing details are included in Appendix A. The building's structure consists of one-way flat concrete slabs, spanning on steel floor beams. These beams are supported on two interior east -west lines of structural steel columns and, on the load bearing exterior walls at the perimeter of the building. A further general description of the building is otherwise documented in the Heritage Impact Assessment or Conservation Plan and is not repeated here. John G. Cooke & Associates Ltd. Page 2 Page 465 of 688 10 Duke Steet West Structural Assessment & Retention Plan Existing Fagade Retention Project No. 24012 4.1. Existing Concrete Slabs The existing floor slabs were hammer drilled. While only a relatively small drill bit was available, these were measured as accurately as possible and found to be 127 mm (5") thick and are believed to be overlain with a bonded floor topping for leveling, which is assumed to be on average 25 mm (1 ") thick. The floor slabs span in the east -west direction, between floor beams. These slabs were not scanned for reinforcing steel, but we believe they would contain smooth reinforcing steel bars parallel to the span direction, and temperature steel reinforcement in the opposite direction. 4.2. Existing Structural Steel Framing 4.2.1 Columns The building's columns are generally clad with terra cotta tile and plaster. Occasionally this has been overclad with newer drywall and steel studs. Openings were made to expose the structural steel columns within, at • three locations above the Ground floor level, • two locations above the 2nd floor level, and • one location above the 31d floor level. The key findings are that the column steel is generally exposed behind the terra cotta tile, with no additional concrete encasing or coatings beyond the grey paint (see Fig. 1). A column splice, suspected to be present but not otherwise documented, was found at both openings made just above the 2nd floor level (see Fig. 2), and not at any of the openings on other floors. This splice location is believed to be typical at all columns and may act as a hinge in the column if not laterally supported in both directions at all times. Fig 1: Looking up a column enclosure, from G floor to 211 0 Fig 2: Typical column splice, above 211 floor Below the splice, the columns were found to be wide flange profiles with welded top and bottom flange cover plates. The wide flange profile was measured to have a depth of approx. 225 mm and a flange thickness of approx. 19 mm, and the cover plates to be approx. 12 mm thick and 260 mm wide. These may be historic US 8" WF @ 58lbs/ft sections per the 1946 US Steel catalogue. For the purposes of analysis, these were conservatively analysed as modern W200x71 sections, plus the cover plates as measured, which is a similar but conservative selection. Above the splice, at the 3rd floor opening the upper columns were found to be wide flange profiles with no flange cover plates. The wide flange profile was measured to have a depth of approx. 200 mm and a flange thickness of approx. 12 mm. These may be historic US 8" John G. Cooke & Associates Ltd. Page 3 Page 466 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment & Retention Plan Proiect No. 24012 WF @ 31 or 35 lbs/ft sections per the 1946 US Steel catalogue. For the purposes of analysis, these were conservatively analysed as modern W200x46 sections, which is a similar but slightly conservative selection. 4.2.2 Beams The steel floor beams, present interior column lines and with an additional beam at the mid -span of each bay, were understood to bear on the exterior masonry walls. These beams are generally clad in metal lath and plaster with exposed steel beyond. Openings in the ceiling and wall finishes around a typical beam were made below the 3rd floor beam bearing on the south exteriorwall. Lath and plasterwas removed and the interior wythes of brick were removed adjacent to the beam (see Fig. 3). As expected based on available documentation, but of significant value to the project to definitively confirm, no steel column within the wall was located. A steel bearing plate is present below the beam, and the beam was found to bear approximately 200 mm (8"), or the full depth of the two interior wythes of backup brick (see Fig. 4). Additionally, the top flanges of the floor beams are noted to be embedded above the soffit of the slab. •act. �- Fig 3 Typical beam bearing on brick backup at exterior wall 4.3. Wall Assembly 4.3.1 Foundation Wall 13 Fig 4: Typical beam bearing length on exterior wall The foundation wall assembly was investigated at the interior of the basement, toward the east end of the south foundation wall, by removing a portion of the interior plaster and terra cotta (see Fig. 5). The wall assembly was found to consist of, from the interior: • plaster, • 76mm (3") terra cotta tile, • approx. 13 mm (1/2") gap, and the • concrete foundation wall. Naturally, the removals did not extend through the concrete wall, but the exterior is finished with limestone, which is presumably bearing on a ledge in the concrete foundation wall. Dovetail tracks were noted to be present on the interior face of the concrete foundation wall, and one dovetail anchor was found extending into the terra cotta tile (see Fig. 6). This may suggest that dovetail anchors were used on the exterior stone as well, and future masonry conservation work should be mindful of the fact that dovetail anchors from this period are prone to inconsistent placement and corrosion. John G. Cooke & Associates Ltd. Page 4 Page 467 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment & Retention Plan Proiect No. 24012 Fig 5: Opening in terra cotta tile at foundation wall, interior Fig 6: Looking down at opening, dovetail anchor 4.3.2 Above -Grade Masonry Wall The above -grade load-bearing masonry walls were investigated from the interior, primarily with brick removals completed above the 2nd floor level, near the east end of the north wall, 2nd floor (see Figs. 7 and 8). The interior brick was very difficult to remove and therefore only one opening was made, and conditions were otherwise exposed during investigations of beam pocket and slab -wall interface. The wall assembly was found to consist of, from the interior: • plaster, • 76mm (3") terra cotta tile, • approx. 13 mm (1/2") gap, • two wythes of concrete brick backup masonry, laid in common bond, and the • exterior wythe of clay brick, laid in Flemish bond. The interior terra cotta tile was noted to be anchored to the backup brick by way of corrugated ties, as one of these was located in the removal area. No ties were noted between backup wythes or to the exterior brick, and the brick wythes are believed to be tied together solely by way of header bricks. Fig 7: Removals at above -grade masonry wall, interior Fig 8: Angled view of opening shown in Fig 7. John G. Cooke & Associates Ltd. Page 5 Page 468 of 688 10 Duke Steet West Existinq Facade Retention 4.4. Slab -Wall Interface Structural Assessment & Retention Plan Proiect No. 24012 Determining the slab -wall interface is important to defining a removal methodology that will not impact the integrity of the existing walls and to determining a temporary and permanent approach to laterally securing these walls. Removal of the interior terra cotta to expose the interior side of the backup brick masonryjust above the slab was completed in two locations at the 2nd floor (see Figs. 9 and 10). The interior brick was removed in one location and the slab was noted to extend into the backup masonry. The terra cotta wall tile bears on the slab, and a topping appears to have been placed overtop of the slab. It's likely that the exterior brick wall was built up to the underside of slab level with the slab poured directly onto it. We do not believe that removing the existing slab from the exterior walls is necessary and that doing so may result in unnecessary damage to heritage fabric. Fig 9: Removals at slab level, S wall, above 2"d floor 4.5. Masonry Condition Fig 10: Add'I removals of interior finishes at slab level The backup brick masonry, consisting of the two interior wythes of concrete brick laid in common bond, where exposed in the above -noted investigatory openings, appeared to be in very good condition. Joints were well filled with mortar, including collar joints, the bricks and mortar were intact, and it was quite difficult to remove individual bricks. The exterior wythe of brick consists of an extruded clay brick, laid in Flemish bond. The mortar joints are generally intact and in good condition, though there are localized areas of debonding and erosion. No signs of systemic delamination or outward displacement of the exterior wythe was noted, and it appears to be well bonded to the backup brick masonry. The vertical brick piers in the exterior wythe of brick, project slightly towards the exterior. We suspect that this projection is created by thickening the collar joint between the exterior and backup wythes. There is also a continuous vertical mortar joint on the outer wythe, up each side of these piers where they interface with the adjacent brick masonry. Ajoint like this could create a weak point along a wall where the sections may separate more easily, as vertical masonry joints in general tend to be more poorly filled with mortar compared to horizontal joints. While this typically may be cause for some concern, a header is present at every other course and this is believed to be a true header, offering ample ties between the wythes. Additionally, no systematic separation is noted along these piers suggesting the wall is performing well. See Figures 11 and 12. No investigation was carried out of the exterior stone cladding at cornices, foundation level, etc. Given the age of the building, these may be keyed into the backup masonry and/or anchored to the backup brick using strap or cramp anchors. Often in buildings of this age anchorage was only provided to the top of the stones. However, no systemic issues were observed of displacement of the stones, and no special care is believed to be required for these in terms of the retention. John G. Cooke & Associates Ltd. Page 6 Page 469 of 688 10 Duke Steet West Existinq Facade Retention Fig 11: Typical projection at brick pier 5. RETENTION APPROACH Structural Assessment & Retention Plan Proiect No. 24012 Fig 12: Typical continuous vertical joint at brick pier The overall approach to retaining the existing facades is to retain these in-situ while the new building is constructed within the footprint of the existing. In order to minimize retention costs and impact to exterior areas along the facades, the retention will make use of the existing structural steel framing along the walls to be retained. This will be supplemented with new temporary steel bracing and lateral support members. The existing floors will then be removed and replaced with new floors, at matching levels, at which point the lateral support of the existing walls may be transferred to these new floors. 5.1. Sequencing Careful sequencing of the work is a key factor in the successful retention of the existing facades in-situ and is necessary to ensure that overall stability and adequate lateral support of the facades to be retained is maintained at all times. The order of operations is anticipated to proceed generally as follows: 1. Remove existing terra cotta tile and interior finishes to enable access to backup masonry and enclosed structural steel elements that will be part of temporary bracing system. 2. Core or cut holes in the roof and floors at piers and install vertical strongbacks from above, using a crane, at the interior face of the existing walls to be retained, where indicated, with a. full -height (spliced) strongbacks at braced bays and b. partial -height strongbacks at unbraced bays 3. Install temporary steel framing, including a. diagonal bracing within existing structural bays where bracing is identified to be installed, b. lateral bracing in both directions at all existing column splices, where existing columns are identified to be retained, c. lateral support angles to interior face of backup masonry, above all floor levels, and which angles will ultimately become part of the permanent anchorage for these fagades. 4. Create separation cuts in the existing fagade walls, at points where the existing facades will no longer be retained. 5. Complete the demolition of the portions of the building not to be retained or temporarily to remain as part of the temporary support system, including the facades (salvaging any stone or other material indicated for such), and following an engineered demolition plan. John G. Cooke & Associates Ltd. Page 7 Page 470 of 688 10 Duke Steet West Structural Assessment & Retention Plan Existing Fagade Retention Project No. 24012 6. Construct the raft slab in the basement, encasing the base of the remaining existing columns within the raft slab and securing the raft slab to the exterior foundation wall. 7. Remove and replace floors along the interior of the facades to be retained, one at a time, by: a. anchoring the vertical strongback at the unbraced bays to the wall at the position indicated, centered on the slab to be removed, b. saw -cutting the existing concrete slab to be demolished to free it from the walls to be retained, c. temporarily shoring and then cutting close to the walls the existing steel beams bearing on the walls to be retained, d. placing the new structural slab, casting around the columns to be temporarily retained, e. securing the new slab to the lateral support angles placed above each floor level, and f. repeating at the next floor, above. 8. Remove temporary steel bracing and strongback members, leaving the now -permanently affixed lateral support angles. 9. Cut off existing columns that were temporarily retained above the top of the raft slab, remove the columns, and infill new slab openings around them. 5.2. Temporary Bracing The lateral support of the facades to remain during construction will make use of the existing structural steel, supplemented with temporary steel framing, as described below. 5.2.1 Bracing Within Existing Structural Bays The existing column lines inboard of the fagade walls to be retained will remain in-situ until the walls are laterally supported by the new permanent structure. Several of these column bays will be braced, in both the north -south and east -west directions, with new diagonal bracing members installed between the 2nd and 3rd levels, and from the 3rd floor to the roof level. At unbraced bays, the existing and new slabs will act as diaphragms, to transfer lateral forces collected at these bays to the braced bays, noted above. The bracing approach, developed to minimize the amount of bracing that is required, relies on the column bases to be encased within the raft slab, effectively resulting in a fixed connection. 5.2.2 Vertical Strongbacks As confirmed during our investigation, there are no existing steel columns within the exterior walls to be retained. Vertical strongbacks, steel members placed against and anchored to the interior face of the walls, will be introduced at each column line along the walls to be retained, in order to serve the following functions: • resolve axial tension and compression forces at braced bays, especially in order to resist tension forces that would otherwise be induced in the masonry by the diagonal bracing, • bring forces collected by the lateral support angles at demolished floor levels to the diaphragms above and below the strongback, and • provide an attachment point for the lateral support members perpendicular to the wall that brace the column splices to permit removal of the 2nd floor slab. John G. Cooke & Associates Ltd. Page 8 Page 471 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment & Retention Plan Proiect No. 24012 The strongbacks will be installed from above, through vertical pockets cored or cut into existing slabs at the interior face of the exterior walls, directly adjacent to the existing floor beams on column lines. At braced bays, the strongbacks will be effective for the full height of the walls, with a splice between 2nd and V floor levels. At the base of the strongback, they will be vertically and laterally anchored to the raft slab and/or inside face of the existing foundation wall. At unbraced bays, the strongbacks will be set and repositioned as required to bridge from a removed floor to remaining and new floor diaphragms above and below, respectively. 5.2.3 Horizontal Lateral Support Angle at Existing Floor Levels An angle will be placed along the full lengths of the walls to be retained, directly above each existing floor level, and anchored to the interior face of the walls with HILTI HIT-HY 270 or similar adhesive anchors. The angle will span horizontally between vertical strongbacks on column lines. This angle is anticipated to be fairly large at L203x203x19, in order to meet stiffness requirements for lateral masonry support in this condition when slabs are removed. Upon completion of each new floor slab, this angle and its anchorage to the wall will remain and be secured to the new floor slab. 5.2.4 Lateral Support at Column Splices As noted in the observations section above, column splices were found above the 2nd floor level, at roughly the mid -height of the overall column, and this is believed to be typical of all existing columns. These splices will become unbraced upon removal of the 2nd floor. It is necessary to ensure that lateral support remains in place at these splices, until the new 2nd floor structure is completed and may restrain the column or, if lateral support from the 2nd floor is not possible, until the existing column is no longer required. The lateral bracing will consist of a horizontal steel member, spanning between all column splices along the column line parallel to the wall, and ultimately supported by a braced bay in that column line. In the direction perpendicular to the wall, the splice will be braced by a member that spans from the splice to the steel strongback at the interior face of the wall. The bracing member will be sized in accordance with the strength and stiffness requirements in steel handbook's procedure for bracing assemblies, in accordance with CSA S16 clause 9.2.6.2. 5.2.5 Other Conditions, Miscellaneous Framinq There are isolated conditions where the typical bracing pattern may not apply, or may conflict with vertical elements in the new construction, such as stair and elevator shafts. These details will be developed as the concept is pushed into further design and as comprehensive temporary framing drawings are produced. Further coordination with the overall building consultants will be required. We anticipate providing additional steel framing around these elements, or resizing of specific members to resist intermediate loads, should it not be possible to work around temporary framing, or where these new elements may not be relied upon to provide temporary lateral support. 5.3. Disconnecting Material to be Demolished/Removed 5.3.1 Terra Cotta Tile and Interior Finishes The terra cotta wall tiles and interior plaster finishes, along with recent steel studs and gypsum board, as well as original and more recent ceiling finishes will need to be removed John G. Cooke & Associates Ltd. Page 9 Page 472 of 688 10 Duke Steet West Existinq Facade Retention Structural Assessment & Retention Plan Proiect No. 24012 from most areas in order to install members needed for the temporary stabilization of the walls to be retained. These components are not load bearing, and they may be removed without impact to the balance of the wall assemblies or structural systems that must remain temporarily. Care must still be taken to make sure removal is completed safely, and to not leave sections of terra cotta tile vertically unsupported. 5.3.2 Wall Cutting and Demolition The portions of the existing facades to remain must be separated from those portions that are to be demolished, prior to demolition. We propose to make this separation by way of saw -cutting, at an appropriate mortar joint line in the exterior wythe, in a position that will not leave partial bricks or stone fragments with less than a 1:1 aspect ratio of length to course height. The saw cut will penetrate the full depth of the masonry wall assembly. Upon completion of the cutting, it will be necessary to consolidate the wall ends, by raking out any loose mortar and filling these and any existing voids with new mortar. Additional anchorage will also be provided to secure the cut ends of any stone units to the backup brick. Finally, we recommend temporarily capping the wall ends with plywood and a membrane, to mitigate water infiltration and any resulting damage until these ends are permanently tied into the building's wall envelope. 5.3.3 Removal of Slabs and Beams The portions of floor slabs to be demolished must be separated from those portions that will remain temporarily as part of the bracing system. We propose that this be achieved by saw -cutting, in continuation of the line of cutting in the walls. As the existing floor slabs and beams are pocketed into the facades to be retained, we propose to cut these free at the appropriate times, by saw -cutting along the slab edge near to the wall, and by cutting the beams free from the walls. The remaining stubs of slabs and beams would remain in the walls. While the slabs are concrete and pose little concern, the beam ends do carry the potential for future corrosion, causing future corrosion jacking of the masonry to be preserved. However, we note that where exposed, the embedded beam end showed only minimal surface corrosion, we noted no significant evidence of corrosion jacking at present. Additionally, the effort and impact to the heritage fabric from attempting to remove these beam ends now would be similar to the effort required to complete this work in the future, if it ever becomes required. For these reasons, we propose to retain the beam stubs within the walls. John G. Cooke & Associates Ltd. Page 10 Page 473 of 688 10 Duke Steet West Structural Assessment & Retention Plan Existing Fagade Retention Project No. 24012 6. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. Jonathan Dee, P. Eng., ing., CAHP Principal JD/id 24012/10 Duke - Structural Assessment & Retention Plan John G. Cooke & Associates Ltd. Page 11 Page 474 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX A Structural Assessment & Retention Plan Proiect No. 24012 SKETCHES OF TYPICAL EXISTING KEY DETAILS John G. Cooke & Associates Ltd. Page 12 Page 475 of 688 SINGLE WYTHE RED CLAY BRICK STEEL BEAM =00A r n-r-rA S1AU CbVNECTioAl - -ryp. CRETE PING CONCRETE SLAB �4`u1Z ACS Page 476 of 688 SINGLE WYTHE RED CLAY BRICK CONCRETE FOUNDATION WALL TCOMA rn-r-rA 5j.46 - WACG C0 !V p,5C'► l 0A1 - 1?16f 1,l6 jv -T DNCRETE DIPPING CONCRETE SLAB 2011 hr , f6 w AZinv,& Page 477 of 688 STEEL COL 611r:11:10 3ATA�• RIVET FASTENER CONNECTIONS SLAB COW MN CONAGuT i ov - r YR CRETE PING CONCRETE SLAB STEEL BEAM Boa r/ova Page 478 of 688 RIVET FASTENER CONNECTIONS SPLICE PLATE LOWER STEEL COLUMN NOTE: TERRA COTTA, PLASTER FINISH, ETC. NOT SHOWN FOR SIMPLICITY. UPPER STEEL N G 0ztlr7iy 5 PL r Cl-:- ALU 2-4 FLOO R PLATES RING PLATE CONCRETE TOPPING 2ND FLOOR CONCRETE SLAB jqpiz Page 479 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX B Structural Assessment & Retention Plan Proiect No. 24012 RETENTION FRAME CONCEPT SKETCHES John G. Cooke & Associates Ltd. 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Page 14 Page 486 of 688 10 Duke St. W, Kitchener, ON Section 02 03 44 JCAL Project No. 24012 SHORING AND SUPPORT OF PERIOD STRUCTURES Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 1 General 1.1 RELATED REQUIREMENTS Section 02 41 19 — Selective Structure Demolition. 1.2 REFERENCES Definitions 1 Bracing: temporary support installed in an excavation or a structure to stabilize against deformations or failure. (Resisting lateral loads). .2 Dead Shoring or Vertical Shoring: a vertical member with a head plate, sole plate and a means of adjustment for tightening and easing the shore. Used to support dead loads which act vertically downwards. .3 Heritage Materials: Elements of historic significance or character defining features of a historic place, which document the history of the related building assembly, built feature or constructed element, as defined in the Project Documents. .4 Shoring: temporary support installed in an excavation or a structure to relieve loads. .5 Soldier pile: a vertical member which takes the side thrust from horizontal sheeting and which is supported by struts across an excavation. A vertical member used to prevent the movement of formwork; is held in place by struts, bolts, or wires. .2 Reference Standards .1 American Society for Testing and Materials (ASTM) .1 ASTM F1667-18, Specification for Driven Fasteners: Nails, Spikes and Staples. .2 ASTM F3125/F3125M-21, Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi (830 MPa) and 150 ksi (1040 MPa) Minimum Tensile Strength, Inch and Metric Dimensions. .2 Canadian Standards Association (CSA) .1 CAN/CSA 086-14, Engineering Design in Wood. .2 CSA G40.20 -13/G40.21-13 (R2018), General Requirements for Rolled or Welded Structural Quality Steel/Structural Quality Steel. .3 CSA 0151-17, Canadian Softwood Plywood. .4 CSA 516-14, Design of Steel Structures. .5 CSA W59-13, Welded Steel Construction (Metal Arc Welding). .3 Deutsches Institut fur Normung E.V. (DIN) 1 DIN EN 16031, 2012 Edition, September 2012 - Adjustable telescopic aluminum props. .4 Forest Stewardship Council (FSC) .5 National Lumber Grades Authority (NLGA) Page 487 of 688 10 Duke St. W, Kitchener, ON Section 02 03 44 JCAL Project No. 24012 SHORING AND SUPPORT OF PERIOD STRUCTURES Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 2 1 NLGA Standard Grading Rules for Canadian Lumber 2022. 1.3 ACTION AND INFORMATIONAL SUBMITTALS 1 Provide submittals in accordance with Section 01 33 00 - Submittal Procedures. .2 Shop Drawings 1 Submit drawings stamped and signed by Professional Engineer registered or licensed in Province of Ontario. .2 Shop drawings to indicate shop and erection details in accordance with performance criteria in 2.2. .3 Submit shoring, bracing, and temporary framing detail drawings signed by Professional Engineer registered or licensed in Province of Ontario. .4 Provide details on how to avoid introducing stress and damage at the point of contact of shores or bracing with heritage materials. 1.4 DELIVERY, STORAGE AND HANDLING 1 Deliver, store and handle in accordance with Section 01 6100 — Common Product Requirements. Part 2 Products 2.1 MATERIALS 1 Structural wood members: timber and built-up timber, grade No. 1/No. 2. .1 Forest Stewardship Council (FSC) certified. 1 Lumber: .1 FSC certified. .2 NLGA certified. .2 Structural steel members to CSA G40.21 .1 Grade 350 for WWF, Rolled W (Wide Flange), and HSS members .2 Grade 300 for all rolled shapes and plates. .3 Class C for HSS members. .4 Type W. 3 Aluminum or steel adjustable telescopic shoring props to DIN EN16031, with braces and connections to have sufficient capacity to resist loads shown on Drawings and in accordance to Consultant instructions. .4 Wood connections: Canadian soft wood plywood to CSA 0151 sheathing grade. 1 Forest Stewardship Council (FSC) certified. 1 Lumber: .1 FSC certified. .2 NLGA certified. .5 Steel connections: steel gusset plates, angles to CSA G40.21, grade 300, type W. 10 Duke St. W, Kitchener, ON Section 02 03 44 JCAL Project No. 24012 SHORING AND SUPPORT OF PERIOD STRUCTURES Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 3 6 Nails to ASTM F1667. 7 Wood lag screws, nuts and washers to CAN/CSA 086.1. 8 High -tensile bolts: to ASTM F3125. 9 Welding materials: CSA W59. 2.2 PERFORMANCE CRITERIA 1 Ensure that materials, equipment and procedures: .1 Safely support existing structure and construction live loads. .2 Allow work to be accomplished. .3 Minimize risk of damage to historic elements to remain or be salvaged. 2.3 SOURCE QUALITY CONTROL 1 Timber identification: by grade stamp of an agency certified by Canadian Lumber Standards Accreditation Board. .2 Plywood identification: by grade mark in accordance with applicable CSA standards. Part 3 Execution 3.1 EXAMINATION 1 Before starting work, verify existing conditions and variations from original Contract Documents and notify Consultant in writing, prior to start of Work. 3.2 PREPARATION 1 Before disturbing any building components, verify that a Designated Substance Report (DSR) has been properly prepared. .2 Remove machinery installations, services, furnishings, partitions, and stored materials from building. .3 Before beginning shoring, brace window and door openings as indicated on Drawings. .4 Before beginning shoring and bracing, protect historic fabric and elements to remain or be salvaged in direct contact with bracing and shoring components. Request review by Consultant. 1 Provide protection between shoring and bracing to prevent transfer of rust stains to historic fabric. .5 Before beginning shoring and bracing, perform structural repairs to facilitate shoring and bracing, such as masonry conservation and treatment of corroded steel. Report any loose masonry or corroded steel elements to Consultant. 3.3 INSTALLATION - GENERAL 1 Begin work in accordance with Consultant's instructions. .2 Obtain approval from Consultant, before execution, for alteration to bracing and shoring systems. Page 489 of 688 10 Duke St. W, Kitchener, ON Section 02 03 44 JCAL Project No. 24012 SHORING AND SUPPORT OF PERIOD STRUCTURES Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 4 Support individual elements that become loose during shoring and bracing installation. .4 Erect structural timber to CAN/CSA 086.1. Erect structural steel work to CAN/CSA S16 and CAN/CSA S136. Weld to CSA W59. 3.4 BRACING OF STRUCTURES Compensate for unevenness of wall surfaces by installing packing as required, and upon review by Consultant. .2 Install and relocate bracing as indicated on the Drawings, and in accordance with the sequence of construction indicated on the Drawings. Coordinate bracing of structure and elements to remain with the new construction, to maintain the sequence indicated on the Drawings. 4 Remove bracing only upon completion and connection of new construction that is intended to provide the necessary support to the element being shored. 3.5 SHORING OF STRUCTURES For stone or brick masonry, dismantle as necessary to facilitate raking or flying shores. Consolidate masonry around perimeter of opening. Carefully mark and remove masonry elements to be salvaged and reset in accordance with Consultant instructions. .2 Compensate for unevenness of wall surfaces by installing packing as required, and upon review by Consultant. Install and relocate shoring as indicated on the Drawings, and in accordance with the sequence of construction indicated on the Drawings. .4 Coordinate shoring of structure and elements to remain with the new construction, to maintain the sequence indicated on the Drawings. 3.6 ADJUSTMENT Monitor performance of bracing and shoring systems and maintain their effectiveness by retightening as required, making adjustments, until support is completion of project. .2 If adjustments are frequent, repetitive, or exceed 6 mm, notify Consultant. 3.7 SHORING AND BRACING REMOVAL OR RELOCATION Shoring and bracing shall only be removed upon completion and connection of new construction that is intended to provide the necessary support to the element being temporarily braced or shored. .2 Remove or relocate temporary shoring and bracing only when the Consultant has given written approval. Examine contact interface of shoring and bracing with historic fabric in the presence of Consultant. Where the historic fabric has been damaged, restore damaged area to replicate the adjacent comparable finishes to the satisfaction of the Consultant and at no additional cost to the Owner. Page 490 of 688 10 Duke St. W, Kitchener, ON Section 02 03 44 JCAL Project No. 24012 SHORING AND SUPPORT OF PERIOD STRUCTURES Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 5 4 Remove temporary shoring bracing from site upon completion of shoring and bracing sequence indicated on Drawings, and upon written approval of Consultant. END OF SECTION Page 491 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX D Structural Assessment & Retention Plan Proiect No. 24012 02 41 19 — SELECTIVE STRUCTURE DEMOLITION John G. Cooke & Associates Ltd. Page 15 Page 492 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 1 Part 1 General 1.1 SUMMARY .1 This Section includes the following: .1 Demolition and removal of selected portions of exterior building components or structural elements. .2 Demolition of mechanical and electrical equipment. .3 Demolition and removal of selected site elements. .4 Repair procedures for selective demolition operations. .2 This section does not include the following: .1 Removal of hazardous materials or asbestos abatement. .2 Demolition of interior building components and finishes. .3 Drawings contain details that suggest directions for solving some of the major demolition and removal requirements for this project; Contractor is required to develop these details further by submitting a demolition plan prepared by a professional engineer employed by the Contractor. 1.2 RELATED REQUIREMENTS Section 02 03 44 — Shoring and Support of Period Structures. .2 Section 04 03 43.19 — Period Stone Dismantling. 3 Section 04 03 21.19 — Clay Brick Conservation Treatment. 4 Section 3123 33 — Excavation, Trenching and Backfilling. 1.3 REFERENCES 1 Definitions: .1 Alternate Disposal: reuse and recycling of materials by designated facility, user or receiving organization which has valid Certificate of Approval to operate. Alternative to landfill disposal. .2 Deconstruction: systematic dismantling of structure in a manner that achieves safe removal/disposal of hazardous materials and maximum salvage/recycling of materials. 1 Ultimate objective is to recover potentially valuable resources while diverting from landfill what has traditionally been significant portion of waste system. .3 Demolish: Detach items from existing construction and legally dispose of them off site, unless indicated to be removed and salvaged or removed and reinstalled. .4 Demolition: rapid destruction of structure with or without prior removal of hazardous materials. Page 493 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 2 .5 Existing to Remain: Existing items of construction that are not removed and that are not otherwise indicated as being removed, removed and salvaged, or removed and reinstalled. .6 Hazardous Materials or Hazardous Substances: dangerous substances, dangerous goods, hazardous commodities and hazardous products, include but not limited to: poisons, corrosive agents, flammable substances, ammunition, explosives, radioactive substances, or materials that endanger human health or environment if handled improperly as defined by the Federal Hazardous Products Act (RSC 1985) including latest amendments. .7 Integrated Pest Management Program (IPM): is a pest control strategy which implements environmental health and safety approaches to minimize the use of toxic pesticides and minimize their exposure to humans and the environment. .8 Recycle: process by which waste and recyclable materials are transformed or collected for purpose of being transferred into new products. .9 Recycling: process of sorting, cleansing, treating and reconstituting solid waste and other discarded materials for purpose of using in altered form. 1 Recycling does not include burning, incinerating, or thermally destroying waste. .10 Remove and Salvage: Detach items from existing construction and deliver them to Owner ready for reuse. .11 Remove and Reinstall: Detach items from existing construction, prepare them for reuse, and reinstall them where indicated. .12 Reuse: repeated use of product in same form but not necessarily for same purpose. Reuse includes: Salvaging reusable materials from remodelling projects, before demolition stage, for resale, reuse on current project or for storage for use on future projects. .2 Returning reusable items including pallets or unused products to vendors. .13 Salvage: removal of structural and non-structural materials from deconstruction/disassembly projects for purpose of reuse or recycling. .14 Source Separation: acts of keeping different types of waste materials separate, beginning from first time they became waste. .2 Reference Standards: .1 Canadian Environmental Protection Act (CEPA) CCME PN 1326-2008, Environmental Code of Practice for Aboveground and Underground Storage Tank Systems for Petroleum Products and Allied Petroleum Products. .2 Canadian Standards Association (CSA) CSA G40.20/G40.21-13 (R2018), General Requirements for Rolled or Welded Structural Quality Steel/Structural Quality Steel. .3 CSA Group (CSA) CSA 5350 M1980 (R2003), Code of Practice for Safety in Demolition of Structures .4 Dangerous Goods Transportation Act (DGTA), R.S.O. 1990, c. D.I. Page 494 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 3 .5 Department of Justice Canada (Jus) Canadian Environmental Assessment Act (CEAA), 2012. .2 Canadian Environmental Protection Act (CEPA), 2012 1 SOR/2003-2, On -Road Vehicle and Engine Emission Regulations .2 SOR/2006-268, Regulations Amending the On -Road Vehicle and Engine Emission Regulations .3 Transportation of Dangerous Goods Act (TDGA), 1992, c. 34 .4 Motor Vehicle Safety Act (MVSA), 1995 .5 Hazardous Materials Information Review Act, 1985 .6 Ontario Building Code 2012 (Part 8) .7 National Fire Protection Association (NFPA) NFPA 241 13, Standard for Safeguarding Construction, Alteration, and Demolition Operations 1.4 ADMINISTRATIVE REQUIREMENTS Pre -Demolition Meetings: 1 Convene pre -demolition meeting 2 weeks prior to beginning on-site removals, with Contractor's Representative and Consultant, in accordance with Section 01 31 19 - Project Meetings to: 1 Verify project requirements. .2 Verify existing site conditions adjacent to demolition work. .3 Co-ordinate with other construction subtrades. .4 Verify locations where temporary shoring is required, prior to start of demolition in these locations. .2 Hold project meetings every week. .3 Ensure key personnel, site supervisor, project manager, and subcontractor representatives attend. 1.5 ACTION AND INFORMATIONAL SUBMITTALS Submit in accordance with Section 0133 00 - Submittal Procedures. .2 Submit pre -demolition audit and deconstruction/disassembly plan prior to starting work in accordance with Section 0135 73 - Procedures for Deconstruction of Structures. Comply with the requirements of Section 02 6133 - Hazardous Materials. 4 Prior to start of Work on site, verify that a Designated Substance Report (DSR) has been completed for the structure. In the event that a DSR is not available, coordinate with the Owner to arrange for such reports to be compiled immediately before building components are disturbed. Workers, haulers and subcontractors must possess current, applicable Certificates of Approval and/or permits to remove, handle and dispose of wastes categorized Provincially or Municipally as hazardous. .1 Provide proof of compliance within 24 hours upon request of Consultant. Page 495 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 4 Demolition Plan: Submit a plan of demolition area indicating extent of temporary facilities and supports, methods of removal and demolition prepared by a professional engineer in accordance with requirements of Authority Having Jurisdiction, and as follows: .1 Proposed Dust Control and Noise Control Measures: Submit statement or drawing that indicates the measures proposed for use, proposed locations, and proposed time frame for their operation. .2 Inventory: Submit a list of items that have been removed and salvaged after selective demolition is complete. .3 Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes. .4 Pre demolition Photographs: Submit photographs indicating existing conditions of adjoining construction and site improvements prior to starting Work. Include finish surfaces that may be misconstrued as damage caused by selective demolition operations. .5 Demolition/deconstruction drawings, diagrams or details showing sequence of demolition/deconstruction work and supporting structures, and means and methods to be employed to carry out the work indicated on the Demolition Drawings. .6 Temporary bracing and shoring, stamped by a qualified Professional Engineer, registered in the Province of Ontario. Indicate material specifications, all details and information necessary for assembly and erection of temporary shoring, including anchorage to existing building. .2 Show all superimposed service dead, live and lateral loads, for which the temporary shoring is designed. .7 A protection plan and methodology to protect adjacent elements designated to remain, from weather related damage, until such time as these elements are permanently protected from weather related damage. .8 Provide proof and review of approval of shoring erection by a Professional Engineer, licensed in the Province of Ontario. Maintain the shoring in a satisfactory condition for the duration of the work. .9 Prior to removal of metal flashings/decorative details or items of historical significance, record existing profiles and details accurately. Provide copy of these measurements to the Consultant. 1.6 QUALITY ASSURANCE Regulatory Requirements: Ensure Work is performed in compliance with CEPA, CEAA, TDGA, and applicable Provincial and Municipal regulations. .2 Project supervisor with previous deconstruction experience must be present on site throughout demolition/disassembly procedure. 1.7 SITE CONDITIONS Environmental Protection: Page 496 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 5 .1 Ensure Work is done in accordance with Section 01 35 43 - Environmental Procedures. .2 Ensure Work does not adversely affect adjacent watercourses, groundwater and wildlife, or contribute to excess air and noise pollution. .3 Fires and burning of waste or materials is not permitted on site. .4 Do not bury rubbish or waste materials. .5 Do not dispose of waste or volatile materials including but not limited to: mineral spirits, oil, petroleum based lubricants, or toxic cleaning solutions into watercourses, storm or sanitary sewers. Ensure proper disposal procedures are maintained throughout project. .6 Do not pump water containing suspended materials into watercourses, storm or sanitary sewers, or onto adjacent properties. .7 Control disposal or runoff of water containing suspended materials or other harmful substances in accordance with authorities having jurisdiction. .8 Protect trees, plants and foliage on site and adjacent properties and streetscape to remain. .9 Prevent extraneous materials from contaminating air beyond application area, by providing temporary enclosures during demolition work. .10 Cover or wet down dry materials and waste to prevent blowing dust and debris. Control dust on all temporary roads. .2 Structural Vibration Limits 1 If any of the vibration limits are exceeded, or any other demolition procedure is observed to have a negative impact on the building masonry/structure, stop all work until the situation is remedied and an effective mitigation is submitted and reviewed by the Consultant. .2 Below are the structural limits for the excavation and demolition on this project. Dominant Frequency Range (Hz): Peak Limit Vibration (mm/s): <10 3.0 10 to 50 3.0 to 8.0 (interpolated linearly) 50 to 100 8.0 to 10.0 (interpolated linearl ) >100 10.0 1.8 EXISTING CONDITIONS If material resembling spray or trowel applied asbestos or other substance listed as hazardous be encountered in course of demolition, suspend work, take preventative measures, and notify Consultant immediately. Proceed only after written instructions have been received from Consultant. .2 Structures to be demolished are based on their condition on date that tender is accepted. .1 Remove, protect and store salvaged items as directed by Consultant. Salvage items as identified by Consultant. Deliver to Owner as directed. Page 497 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 6 Part 2 Products 2.1 EQUIPMENT Equipment and heavy machinery: .1 On -road vehicles to: CEPA-SOR/2003-2, On -Road Vehicle and Engine Emission Regulations. .2 Leave machinery running only while in use, except where extreme temperatures prohibit shutting machinery down. Where possible use water efficient wetting equipment/trucks/attachments when minimizing dust. .4 Demonstrate that tools are being used in manner which allows for salvage of materials in best condition possible. Shoring materials to CSA G40.20/G40.21, Grade 300. Limit loads imparted on all existing structural slabs by equipment and machinery as follows: 1 Concentrated loads on structural slabs cannot exceed 5.0 kN. Spacing must not be less than 1.2 in apart. .2 Uniform area loads cannot exceed 4.8 kPa at Ground Floor level. Uniform area loads cannot exceed 2.4 kPa on all other floors. .3 Refer to Drawings for loading limitations specific to selected areas of the structure. Equipment or machinery that will apply loads to existing structural slabs must be reviewed by a Professional Engineer licensed in the Province of Ontario, for conformance with the load limits, prior to use or installation on site. Equipment or machinery that will apply loads to any elements other than existing structural slabs must be reviewed by a professional engineer licensed in the Province of Ontario, prior to use or installation on site. Temporary Shoring: All materials used for temporary shoring must meet the material standards noted in the reviewed shoring drawings. Substitutions will not be accepted without the stamped approval of the Engineer who prepared the shoring drawings. 10 Maximum permissible weight for jackhammers adjacent to existing elements to remain is 7 kg. Modify weight of equipment if necessary, in order to prevent damage to concrete which is to remain in place. Sawcut in advance of breaking concrete wherever possible, and as indicated on Drawings. 11 Minimum distance between any two operating jackhammers or chipping hammers is three (3) metres or as directed by the Consultant. Part 3 Execution 3.1 PREPARATION Protection of in-place conditions: Page 498 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 7 .1 Work in accordance with Section 0135 43 - Environmental Procedures. .2 Prevent movement, settlement or damage to adjacent structures, services, paving, trees, landscaping, adjacent grades, adjacent properties, and all parts of existing building to remain. 1 Provide bracing, and shoring as required and as indicated on the Drawings. .2 Repair damage caused by deconstruction, as directed by Consultant. .3 Support affected structures and, if safety or stability, in whole or in part, of structure being demolished, adjacent structures, services, or parts of existing building to remain appears to be endangered, take preventative measures, stop Work and immediately notify Consultant. .4 Protect existing building structure, systems, windows, services and equipment, which are to remain. .5 Prevent debris from blocking surface drainage system, elevators, mechanical and electrical systems which must remain in operation. .6 Keep noise and dust to a minimum. .7 Verify the location of utilities and services designated to remain intact, locations of utility caps to be installed, or designated for removal during demolition in coordination with the Consultant. Allow sufficient time and effort to coordinate with the Consultant to identify such systems and properly trace and label in order to protect and preserve systems during and post demolition process. Repair and make good any damage to any utilities, infrastructures, mechanical and electrical systems designated to remain intact, at no additional cost to the Contract. .8 Cutting torches or other high heat equipment will not be allowed may be allowed if permits are in place. Note there is a severe risk of sparks from demolition operations leading to smoldering and combustion especially of very dry wood elements. Maintain a fire watch following any hot work and take all necessary precautions to minimize risk of fire from work. .9 Install vibration monitors at locations identified by Consultant. Connect monitors to Consultant computer network to allow monitoring of exceedances. .2 Site and Surface Preparation: 1 Inspect site with Consultant and verify extent and location of items designated for removal, disposal, recycling, salvage and items to remain. .2 Disconnect electrical and telephone service lines entering buildings to be partially demolished. Locate, protect and post warning signs on electrical and communication lines and equipment which must remain energized to serve other parts of the site or other properties during period of demolition. .3 Disconnect and cap designated mechanical services and utility services, in accordance with authorities having jurisdiction. 1 Natural gas supply lines: remove in accordance with gas company requirements. .2 Sewer and water lines: remove in accordance with authority having jurisdiction. Page 499 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 8 .3 Other underground services: remove and dispose of as directed by Consultant or appropriate authority having jurisdiction. 3 Removal of Hazardous Waste .1 Prior to start of deconstruction work remove contaminated or hazardous materials from site as directed by Consultant and dispose of in safe manner in accordance with TDGA and other applicable regulatory requirements, in accordance with Section 02 6133 - Hazardous Materials. 4 Do not disrupt active or energized utilities traversing premises or designated to remain undisturbed. Where applicable, utilize demolition activities to expose but not damage utility and service lines. 5 Arrange for temporary lifting and removal of existing equipment installed on roof decks. These include but are not limited to mechanical equipment, vent stacks, soil stacks and other sundry items. Before lifting this equipment, coordinate with Owner. 6 Furnish all supervision, labour, materials and equipment necessary to accomplish the monitoring, trapping, proper disposal, chemical control for the pest and rodent removal component as per the site specific IPM Plan. The implementation of the IPM will be required from the start of the contractor mobilization, during demolition activities up to the turnover of the site to the owner at project completion. 7 Remove all loose building materials and contents. 3.2 SHORING ERECTION 1 Supply and install the shoring sufficient to carry out the scope of work identified on the drawings. .2 Set shoring anchors in horizontal masonry joints only. DRILLING INTO THE FACE STONE/CLAY BRICK IS NOT PERMITTED. Repointing of masonry joints as shoring is removed will be carried out as part of the masonry contract. .3 Provide proof of review and approval of shoring erection by a Professional Engineer, licensed in the Province of Ontario. .4 Maintain the shoring in a satisfactory condition for the duration of the work. 3.3 DISASSEMBLY 1 Demolition/disassembly work in accordance with Section 01 56 00 - Temporary Barriers and Enclosures. .2 Refer to Section 04 03 43.19 - Period Stone Dismantling and Section 04 03 21.19 - Clay Brick Conservation Treatment for procedures when historic stone or brick is designated for salvage. Prior to start of Work remove contaminated or hazardous materials as directed from site and dispose of at designated disposal facilities in safe manner and in accordance with TDGA and other applicable requirements. 4 Except as indicated, materials removed from structure to be demolished are property of Contractor. Page 500 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 9 Throughout course of deconstruction, pay close attention to connections and material assemblies. Employ workmanship procedures which minimize damage to material to be salvaged or removed and reused, and of elements and material to remain. Ensure workers are briefed to carry out work in accordance with appropriate deconstruction techniques and those indicated in the Drawings and Specifications. Workers must utilize adequate fall protection. Project supervisor with previous deconstruction experience must be present on site throughout demolition procedure. Deconstruct in accordance with the Ontario Building Code, Part 8 and applicable safety standards. 10 Temporary shoring must be approved in writing by the Engineer who prepared the reviewed shoring drawings, prior to proceeding with the demolition. 11 Blasting operations are not permitted during deconstruction. 12 Remove all utilities, piping, mechanical and electrical equipment/systems and associated structures completely from areas and assemblies designated to be demolished unless otherwise noted. 13 Systematically remove finishes, furnishings, building contents, mechanical and electrical equipment of value, and for which suitable reuse and recycling opportunities exist. 14 Disassemble only in sequence indicated on Drawings and in reviewed Demolition Plan only. 15 Carefully remove windows and doors from structure where these are not designated to remain. 16 Disassemble non-loadbearing interior partitions and remove materials from structure. 17 Wherever possible, transfer material assemblies from heights to ground level for easier disassembly. Take appropriate measures to ensure safety. 18 Remove and store materials to be salvaged, in manner to prevent damage. .1 Store and protect in accordance with requirements for maximum preservation of material. .2 Handle salvaged materials as new materials. .19 Where existing materials are to be re -used in Work, use special care in removal, handling, storage and re -installation to assure proper function in completed work. .20 Remove broken or decayed wood components, and corroded steel structural members which Consultant deems to require replacement. .21 Do not disturb items designated to remain in place. .22 Maintain structural integrity of structure designated to remain. .23 Extent of demolition and deconstruction and procedure for deconstruction are shown on Drawings. .24 Deconstruct to minimize dusting. Keep materials wetted as necessary or as directed by Consultant. Page 501 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 10 .25 Remove existing equipment, services, and obstacles where required for refinishing or making good of existing surfaces, and replace as work progresses. .26 At end of each day's work, leave Work in safe and stable condition. .27 Demolish masonry and concrete walls in sections suitable for reuse as specified. .28 Remove structural framing. .29 Contain fibrous materials to minimize release of airborne fibres while being transported within facility. .30 Remove and dispose of demolished materials except where noted otherwise and in accordance with authorities having jurisdiction. .31 Use natural lighting to do Work where possible. .1 Shut off lighting except those required for security purposes at end of each day. 3.4 REMOVAL OF CONCRETE SLABS Prior to the removal of portions of concrete slabs, perform ground penetration radar scanning of the existing slab. Provide 48 hours advance notice of Testing to Consultant and arrange to perform scanning in presence of Consultant. Based on the results of the scan, the Consultant will decide on the measures in order to minimize structural effect on the existing slabs. .2 Maintain integrity of existing structure at all times. 3 Demolish Concrete by methods which do not create impact loads on items that are not to be demolished. Jackhammer or other impact operations that involve breaking up the slabs into small portions will not be permitted. 4 Remove existing reinforced, cast -in-place concrete floor slabs from areas as indicated. Sawcut the existing concrete slabs and remove only as required. If beams, slab thickening or other structural elements are encountered, stop work and notify Consultant. Do not proceed until written direction has been received from Consultant. 5 Sawcut the concrete slabs free from surrounding structure and remove in small sections from above. Uncontrolled dropping of any removed portions of slabs to spaces below will not be permitted. 6 Utilize wet cut saws only. Control dust and prevent from spreading to surrounding areas. Control the slurry generated from cutting operations in the areas of cutting and in the spaces directly below. Operate wet vacuums continuously during cutting operations. Equipment: Wet Cut, walk behind core cut saw. Provide saw with blade diameter capable of cutting through existing concrete slabs in a single pass. Equip saw with built-in water supply system approved by Consultant. As work progresses, protect openings in floors with protective barriers and guard rails in accordance with Health and Safety Requirements. Remove all debris to exterior immediately after removal. Stockpiling of removed materials will not be permitted inside of building at any time. 10 At the end of each day's work, leave Work in safe and stable condition. Page 502 of 688 10 Duke St. W, Kitchener, ON Section 02 41 19 JCAL Project No. 24012 SELECTIVE STRUCTURE DEMOLITION Issued for Heritage Permit — March 2024 (NOT FOR TENDER OR CONSTRUCTION) Page 11 3.5 SHORING REMOVAL Remove shoring after completion of the work and dispose off site. Provide additional reinforcing to existing slab before removal of shores if directed by Shoring Engineer. Make good all damage to existing finishes, after shoring is removed. 3.6 MAKING GOOD Make good materials and finishes which are damaged or disturbed during the process of additions and reconstruction under the Contract. .2 Where existing work is to be made good, match new work exactly with the old work in material, form, construction and finish unless otherwise noted or specified. Protect work in the existing building, as completely as possible to hold the replacing of damaged work to a minimum. 4 Preparation for New Finishes .1 Remove existing finishes, including painting. .2 Fill cracks and depressions with suitable filler and finish smooth, as recommended by the manufacturer of the new finishes. .3 Grind protrusions level with substrates and finish smooth. .4 Remove all evidences of existing adhesive, grease, oil, soil and other encrustations of foreign material by washing, scraping and grinding if necessary. .5 Clean and prepare substrates to receive new work. 3.7 CLEANING 1 Waste Management: separate waste materials for reuse or recycling. .1 Remove recycling containers and bins from site and dispose of materials at appropriate facility. .2 Stockpile materials designated for alternate disposal in location which facilitates removal from site and examination by potential end markets, and which does not impede disassembly, processing, or hauling procedures. .1 Label stockpiles, indicating material type and quantity. 3 Keep processing area clean and free of excess debris. .4 Upon completion of project, remove debris, trim surfaces and leave work site clean. Backfill areas as indicated in accordance with Section 3123 33 — Excavation, Trenching and Backfilling. Upon completion of project, reinstate landscaped areas, walkways, light standards, affected by Work to condition which existed prior to beginning of Work or otherwise to condition which is indicated on the documents. END OF SECTION Page 503 of 688 10 Duke Steet West Kitchener. Ontario Existing Facade Retention Heritage Risk Assessment Report Project No. 24012 Draft report issued March 27th, 2024 Final report issued April 4th, 2024 Report Prepared by: MOld IEIDIDVU CONSULTING ENGINEERS Page 504 of 688 10 Duke Steet West Existinq Facade Retention TABLE OF CONTENTS Heritage Risk Assessment Report Proiect No. 24012 1. INTRODUCTION..................................................................................................................................... 1 2. TERMS OF REFERENCE.......................................................................................................................... 1 3. OBJECTIVES........................................................................................................................................... 1 4. IDENTIFICATION OF RISKS.....................................................................................................................1 5. ROLES & RESPONSIBILITES.................................................................................................................... 2 6. RISK ASSESSMENT TABLE......................................................................................................................3 7. DISCLAIMER & LIMITATIONS.................................................................................................................9 8. APPENDIXA—VIBRATION MONITORING PLAN ..................................................................................10 John G. Cooke & Associates Ltd. Page Page 505 of 688 10 Duke Steet West Heritage Risk Assessment Report Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary fagades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP, the draft version of which, dated June 23, 2023 and available to JCAL, requires "That the Owner submits a Risk Management Plan, including a Vibration Monitoring Plan, commenting on the means and methods that shall be used to minimize vibration to 10 Duke Street West during grading, construction, [etc.]". This report is intended to satisfy the requirement for a Risk Management Plan for the heritage fagade elements that are to be retained during the redevelopment project. JCAL has already produced a Vibration Monitoring Plan, dated December 15, 2023, and revised for March 27th, 2024, which provided parameters for vibration limits and monitoring to mitigate the effects of vibration on the existing facades. That Vibration Monitoring Plan is attached here to as Appendix A. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL's proposal P23208, dated September 18, 2023, and Additional Service Agreement No. 1 (ASA -01), dated March 22, 2024. The general scope of this report is intended to satisfy the outline provided by Jessica Vieira, Heritage Planning, City of Kitchener, in her e-mail dated March 20, 2024, as follows: • Risk Identification - Construction activities, vibration, weather, fire etc. • Risk Response - How will the risks be mitigated, what will the response be if damage does occur, what standards/guidelines are applied. • Implementation - Roles and responsibilities, monitoring, and reporting. 3. OBJECTIVES This Risk Management Plan is only intended to identify and address physical risks to the heritage fabric to be retained (the historic facades) over the course of the proposed construction period. This plan is not intended to identify any other risks that might be associated with construction such as health and safety aspects, labour shortages, cost, and schedule overruns, etc. In this report, potential risks to the heritage fabric are identified. For each such risk, mitigation measures are presented, followed by descriptions of how each risk can be mitigated and managed throughout the project and the responsibilities of the parties involved. 4. IDENTIFICATION OF RISKS During the retention and partial demolition of the existing heritage building, as well as the construction of the new building, the possible risks to the historic facade that may be encountered are categorized as follows: John G. Cooke & Associates Ltd. Page 1 Page 506 of 688 10 Duke Steet West Heritage Risk Assessment Report Existing Fagade Retention Project No. 24012 • Construction Activities - risks associated with construction and demolition activities. • Vibration — risks to the heritage fabric due to vibrations from the proposed construction. • Weather — risks posed by the elements that are increased by the proposed construction. • Other — risks that do not fall into the above categories. A detailed breakdown of each risk and the impacts that it could have on the historic facade, along with the recommended response for each identified risk, are presented in the Risk Assessment Table in Section 6 below. 5. ROLES & RESPONSIBILITES The parties involved in the proposed project are categorized within this report into several roles, as follows: Subtrades — All Subcontractors and trades retained by the General Contractor for carrying out specific aspects of the new construction including the selective demolition and temporary bracing of the Heritage Building, as well as the construction, of the new building. They are responsible for their specific scope of work and any direct impacts that may occur to heritage fabric during their construction activities. All communications by the Subtrades are assumed to be made directly to the Contractor. Contractor — VanMar and/or any parties representing them, acting as "Constructor" or General Contractor, and responsible for the overall construction activity on the site. They are responsible for the management of the project as a whole and to communicate relevant information between the Subtrades and the Heritage Consultant. • Heritage Consultant — The member of the project team responsible for consulting on the heritage elements that were or may be affected by the construction of the new building (whether architectural or structural). They are responsible for advising on the specific methodologies that are required for the retention, repair, and preservation of the heritage elements in question. Heritage Subcontractor — A Subcontractor retained for their specific and demonstrated experience working with heritage materials and on heritage buildings. They are responsible for completing any repairs specific to the existing heritage fabric, as specified by the Heritage Consultant. Each of the above noted parties has a role to play in the implementation of the risk management for the historic facades. 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DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. �aFrssrtr, J. K DEE 100162005 PR -04-2024 —f> Jonathan Dee, P. Eng., ing., CAHP Principal JD/id 24012/10 Duke - Structural Assessment & Retention Plan John G. Cooke & Associates Ltd. Page 9 Page 514 of 688 10 Duke Steet West Existinq Facade Retention APPENDIX A Vibration Monitoring Plan John G. Cooke & Associates Ltd. Heritage Risk Assessment Report Proiect No. 24012 Page 10 Page 515 of 688 10 Duke Steet West Kitchener. Ontario Existing Facade Retention Vibration Monitoring Plan Project No. 24012 Draft report issued December 15th, 2023 Final report issued December 15th, 2023 Revised report issued March 27th, 2024 Report Prepared by: ZOOK 1EIDIDUL ASS, OCHATIBS D71Da CONSULTING ENGINEERS Page 516 of 688 10 Duke Steet West Vibration Monitoring Plan Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary facades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP. The draft version of this approval, dated June 23, 2023 and provided to JCAL, included Heritage Planning Conditions which require [t]hat the Owner submits a Risk Management Plan, including a Vibration Monitoring Plan commenting on the means and methods that shall be usedto minimize vibration to 10 Duke Street West during grading, construction, servicing or other site development works to the satisfaction of the Manager of Development Review and the City's Heritage Planner. This report is intended to satisfy the requirement for a Vibration Monitoring Plan. Further to other conditions in the Site Plan Application approval, JCAL has already completed an investigation of the subject site, including destructive exploratory openings, and prepared a Structural Assessment Report, dated December 4th, 2023. Design progress drawings for the new tower have been completed and reviewed by JCAL, to 75% progress at the time of this writing. A geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.) has been prepared and also reviewed by JCAL. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. EXISTING CONDITIONS JCAL completed an investigation of existing conditions at the subject site. Observations made during that investigation are more comprehensively described in our Structural Assessment Report. A summary of the relevant facts are included in the discussion below. The existing building is constructed predominantly of one-way concrete slabs, supported by steel beams, which are supported by interior steel columns and, at the building perimeter, load-bearing multi-wythe brick masonry exterior walls. The exiting building is a 3 -storey building plus a full -height basement level. The existing exterior walls are in good condition where visible on the exterior, and where exposed during investigatory openings made at the interior. The walls consist of an exterior wythe of clay brick with two backup wythes of concrete brick at the interior. These are bonded together with regular header bricks. Mortar joints remain generally intact, except for localized areas. and openings at the interior revealed a well -constructed wall assembly with solid mortar present in the head and collar joints. Stone masonry is included at details such as bands, sills, and surrounding the main entrance. Localized repointing and other conservation work will be required as part of the preservation and retention of the relevant portions of the existing facades, including at stone details and throughout the masonry. No bulging, significantly displaced stones, or excessively deteriorated or unstable John G. Cooke & Associates Ltd. Page 1 Page 517 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 masonry was noted that would cause us to consider this building to be especially vulnerable to vibrations. Masonry conservation work is not expected to be required in advance of construction. One caveat is at the parapet which extends above the roof level. The interior face of the parapet is fully covered with metal flashing. While it was not possible to assess the masonry at arms -length from the exterior, and mortar joints here do appear to be generally intact, there is some efflorescence at the exterior of the parapet. This is an indication of high moisture content and migration, suggesting a higher likelihood of deterioration of masonry within the core of the wall. There is nothing to suggest a deviation from the course of action proposed herein, but the condition of this parapet will be monitored and assessed further, as work is ongoing on this project. 4. PLANNED CONSTRUCTION As noted in the Introduction section, above, the project includes the planned retention in full for the existing south and east facades, and partial retention of the existing west fagade, for the building at 10 Duke St. W., for integration with a new tower to be constructed on the site. The project's intent is to retain the existing facades by primarily making use of the steel frame of the existing load- bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), floor by floor, as construction progresses. The interior finishes in the building are typically applied to a terra cotta tile backup placed with an approximately 25 mm gap to the interior wythe of backup brick. As part of the work to stabilize the fagade and to integrate it with new wall assemblies, it is proposed to remove this terra cotta tile and all finishes. As such, impact to plaster or other finishes are not a consideration in determining the vibration susceptibility of the building. The new tower will be constructed with a raft foundation, the base of which will be set close to the basement level of the current building. The raft will occupy much of the height of the current lower level of the building, and, aside from elevator pits, the occupiable space of the building will generally extend from approximately grade level and above. The geotechnical report indicates that native soil on the site consists generally of fine granular deposits and silty clay till. It is clear that rock will not be encountered for the proposed depth of excavation. As a result of the foundation and soil conditions, excavation is anticipated to be relatively minimal. It is further understood, as communicated by VanMar, that the limited excavation that will be required will proceed using sloped excavations. Certainly, no blasting or hoe ramming of rock is anticipated to be required. Currently, there is a basement mechanical/boiler room within the existing building that extends further below grade than typical conditions, approximately an additional floor level below grade. This room is located against the North (rear) wall of the building and extends for approximately 10m in each direction (about 1'/ structural bays). The brick chimney which extends up beyond the roof is quite visible and is located at the northeast of this room. It will be necessary to fill and level the subgrade prior to construction of the raft slab, and the geotechnical report provides two potential options for infilling at this room, to bring it flush with the remaining basement. The first is to place lean mix concrete for the height required, and the second is to place heavily compacted granular fill. VanMar have indicated that they will place lean mix concrete to fill this void, which would not result in significant vibrations being induced, as the costs are quite comparable between the options. Overall, vibration from excavation is expected to be relatively minimal. General vibration from other construction is expected to stem from miscellaneous construction equipment and activities, such truck traffic adjacent to the facades retained in-situ, and no special circumstances are anticipated to apply. John G. Cooke & Associates Ltd. Page 2 Page 518 of 688 10 Duke Steet West Existinq Facade Retention 671 Vibration Monitoring Plan Proiect No. 24012 Localized vibration may be induced from demolition and construction activity near the masonry to be retained. The bracing and construction sequencing and the design of temporary lateral support for the existing masonry facades to remain in-situ are also being prepared by JCAL. Provisions for saw or torch cutting of masonry, concrete, and steel elements connecting to the masonry to be retained will be included. Specifically, • saw cuts will be introduced in masonry walls at the interface with masonry to be retained before demolition is to occur on portions that are not to be retained, • saw cuts will be introduced in the concrete slabs along the masonry walls to be retained, before those slabs are removed, • steel beams that are connected with elements to remain will be torch cut prior to removal, and • the use of chippers on elements that remain connected to the masonry to be retained will be limited to 12 Ib. electric models, unless a mock-up demonstrates that alternatives do not risk damaging masonry. VIBRATION LIMITS Vibration limits are not stipulated in the City's conditions, nor is there a municipal bylaw in effect to limit vibrations. The nearby City of Toronto has placed limits on construction vibrations, in their bylaw No. 514-2008, and those limits are indicated in Figure 1, below. Table 1.0 "Prohibited Construction Vibrations" Frequency Vibration Peak of Vibration Particle Velocity (hertz) (mm/sec) Less than 4 8 4 to 10 15 More than 25 10 Fig 1: City of Toronto construction vibration limits The above -noted vibrations, while a good benchmark, are limits for any construction activity and are not necessarily applicable or appropriate to all projects. For historic buildings we typically recommend following the limits established in the DIN 4150-3 Standard, per line 3 of Table 1, included at Figure 2, below. The limits are • 3 mm/s for vibrations less than 10 Hz, • 3 to 8 mm/s for vibrations between 10 to 50 Hz, to be interpolated linearly, • 8 to 10 mm/s for vibrations between 50 to 100 Hz, to be interpolated linearly, and • 10 mm/s for vibrations above 100 Hz. We recommend proceeding with the limits indicated above in this case. These limits are quite low, and are intended to mitigate effects of vibration on historic buildings that might include deteriorated materials or sensitive finishes. The masonry facades to be retained on this building can be expected to be more resilient than many more delicate built historic structures. John G. Cooke & Associates Ltd. Page 3 Page 519 of 688 10 Duke Steet West Existinq Facade Retention [4 Vibration Monitoring Plan Proiect No. 24012 Though we do not anticipate exceedances even of these values given the understood nature of the adjacent construction, these limits could be re-evaluated should these limits be found to have significant impact on construction. Table 1: Guideline values for vibration velocity to be used when evaluating the effects of short-term vibration on structures Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 520 of 688 Guideline values for velocity, r, in mm/s Vibration at the foundation Vibration at Line Type of structure at a frequency of horizontal plane of highest floor 1 Hz to 10 Hz 10 Hz to 50 Hz 50 Hz to 100 Hz') at all frequencies 1 Buildings used for 20 20 to 40 40 to 50 40 commercial purposes, industrial buildings, and buildings of similar design 2 Dwellings and buildings 5 5 to 15 15 to 20 15 of similar design and/or occupancy 3 Structures that, because 3 3 to 8 8 to 10 8 of their particular sensi- tivity to vibration, cannot be classified under lines 1 and 2 and are of great intrinsic value (e.g. listed buildings under preservation order) At frequencies above 100 Hz, the values given in this column may be used as minimum values. Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 520 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 Fig 3: Part South Elevation, indicating proposed locations of vibration monitors. 7. NOTIFICATION AND EXCEEDENCE PROCEDURE The vibration monitors must be connected for continual reporting of vibration events that result in exceedances of the vibration limits stipulated above. Exceedance events shall be reported by automated email to the Contractor, Owner, and appropriate Consultant(s). In the event of an exceedance the Consultant is to be contacted. If the exceedance is not the result of disturbing the vibration monitoring equipment or very localized activity around it (both of which are common causes of exceedances), and the Consultant considers the exceedance to be significant, the Consultant shall review on site for any damage that may have resulted from the exceedance. Future construction activity shall be modified to avoid further exceedances. In cases where this is not possible, and the exceedance was not observed to have had any impact to the structure, the Consultant may advise with respect to increased vibration limits. Note that this approach is intended to be generally consistent with the DIN 4150 standard, which states that "Exceeding the values in table 1 does not necessarily lead to damage; should they be significantly exceeded, however, further investigations are necessary." As noted above, it is our view that this building would likely tolerate vibration limits above those stipulated. 8. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. Page 5 Page 521 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. IKDEE 1001D5 AR -27-202 �4410rE {)F 0 9 Jonathan Dee, P. Eng., ing., CAHP Principal JD/jd 24012/10 Duke —Vibration Monitoring Plan John G. Cooke & Associates Ltd. Page 6 Page 522 of 688 10 Duke Steet West Kitchener. Ontario Existing Facade Retention Vibration Monitoring Plan Project No. 24012 Draft report issued December 15th, 2023 Final report issued December 15th, 2023 Report Prepared by: MOld 1EIDIDVU CONSULTING ENGINEERS Page 523 of 688 10 Duke Steet West Vibration Monitoring Plan Existing Fagade Retention Project No. 24012 1. INTRODUCTION John G. Cooke & Associates Ltd. (JCAL) was retained by VanMar Developments Inc. (VanMar) to provide consulting structural engineering services as it relates to the retention of portions of the primary facades of the existing building at 10 Duke Street West, in Kitchener, Ontario, for incorporation of these facades with a planned redevelopment on the site. The redevelopment will include the construction of a new tower that occupies much of the footprint of the existing building presently on the site. VanMar received conditional approval of their Site Plan Application - SP22/104/D/AP. The draft version of this approval, dated June 23, 2023 and provided to JCAL, included Heritage Planning Conditions which require [t]hat the Owner submits a Risk Management Plan, including a Vibration Monitoring Plan commenting on the means and methods that shall be usedto minimize vibration to 10 Duke Street West during grading, construction, servicing or other site development works to the satisfaction of the Manager of Development Review and the City's Heritage Planner. This report is intended to satisfy the requirement for a Vibration Monitoring Plan. Further to other conditions in the Site Plan Application approval, JCAL has already completed an investigation of the subject site, including destructive exploratory openings, and prepared a Structural Assessment Report, dated December 4th, 2023. Design progress drawings for the new tower have been completed and reviewed by JCAL, to 75% progress at the time of this writing. A geotechnical report (File no. G21270, Chung & Vander Doelen Engineering Ltd.) has been prepared and also reviewed by JCAL. 2. TERMS OF REFERENCE The scope of work for John G. Cooke & Associates Ltd. is based on JCAL proposal P23208, dated September 18, 2023. 3. EXISTING CONDITIONS JCAL completed an investigation of existing conditions at the subject site. Observations made during that investigation are more comprehensively described in our Structural Assessment Report. A summary of the relevant facts are included in the discussion below. The existing building is constructed predominantly of one-way concrete slabs, supported by steel beams, which are supported by interior steel columns and, at the building perimeter, load-bearing multi-wythe brick masonry exterior walls. The exiting building is a 3 -storey building plus a full -height basement level. The existing exterior walls are in good condition where visible on the exterior, and where exposed during investigatory openings made at the interior. The walls consist of an exterior wythe of clay brick with two backup wythes of concrete brick at the interior. These are bonded together with regular header bricks. Mortar joints remain generally intact, except for localized areas. and openings at the interior revealed a well -constructed wall assembly with solid mortar present in the head and collar joints. Stone masonry is included at details such as bands, sills, and surrounding the main entrance. Localized repointing and other conservation work will be required as part of the preservation and retention of the relevant portions of the existing facades, including at stone details and throughout the masonry. No bulging, significantly displaced stones, or excessively deteriorated or unstable John G. Cooke & Associates Ltd. Page 1 Page 524 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 masonry was noted that would cause us to consider this building to be especially vulnerable to vibrations. Masonry conservation work is not expected to be required in advance of construction. One caveat is at the parapet which extends above the roof level. The interior face of the parapet is fully covered with metal flashing. While it was not possible to assess the masonry at arms -length from the exterior, and mortar joints here do appear to be generally intact, there is some efflorescence at the exterior of the parapet. This is an indication of high moisture content and migration, suggesting a higher likelihood of deterioration of masonry within the core of the wall. There is nothing to suggest a deviation from the course of action proposed herein, but the condition of this parapet will be monitored and assessed further, as work is ongoing on this project. 4. PLANNED CONSTRUCTION As noted in the Introduction section, above, the project includes the planned retention of a portion of the primary facades of the existing building at 10 Duke St W, for integration with a new tower to be constructed on the site. The project's intent is to retain the existing facades by primarily making use of the steel frame of the existing load-bearing masonry and steel -framed building, supplemented by temporary bracing and supports as necessary, until the fagade may be secured to the new permanent structure (designed by other consultants), floor by floor, as construction progresses. The interior finishes in the building are typically applied to a terra cotta tile backup placed with an approximately 25 mm gap to the interior wythe of backup brick. As part of the work to stabilize the fagade and to integrate it with new wall assemblies, it is proposed to remove this terra cotta tile and all finishes. As such, impact to plaster or other finishes are not a consideration in determining the vibration susceptibility of the building. The new tower will be constructed with a raft foundation, the base of which will be set close to the basement level of the current building. The raft will occupy much of the height of the current lower level of the building, and, aside from elevator pits, the occupiable space of the building will generally extend from approximately grade level and above. The geotechnical report indicates that native soil on the site consists generally of fine granular deposits and silty clay till. It is clear that rock will not be encountered for the proposed depth of excavation. As a result of the foundation and soil conditions, excavation is anticipated to be relatively minimal. It is further understood, as communicated by VanMar, that the limited excavation that will be required will proceed using sloped excavations. Certainly, no blasting or hoe ramming of rock is anticipated to be required. Currently, there is a basement mechanical/boiler room within the existing building that extends further below grade than typical conditions, approximately an additional floor level below grade. This room is located against the North (rear) wall of the building and extends for approximately 10m in each direction (about 1'/ structural bays). The brick chimney which extends up beyond the roof is quite visible and is located at the northeast of this room. It will be necessary to fill and level the subgrade prior to construction of the raft slab, and the geotechnical report provides two potential options for infilling at this room, to bring it flush with the remaining basement. The first is to place lean mix concrete for the height required, and the second is to place heavily compacted granular fill. VanMar have indicated that they will place lean mix concrete to fill this void, which would not result in significant vibrations being induced, as the costs are quite comparable between the options. Overall, vibration from excavation is expected to be relatively minimal. General vibration from other construction is expected to stem from miscellaneous construction equipment and activities, such truck traffic adjacent to the facades retained in-situ, and no special circumstances are anticipated to apply. John G. Cooke & Associates Ltd. Page 2 Page 525 of 688 10 Duke Steet West Existinq Facade Retention 671 Vibration Monitoring Plan Proiect No. 24012 Localized vibration may be induced from demolition and construction activity near the masonry to be retained. The bracing and construction sequencing and the design of temporary lateral support for the existing masonry facades to remain in-situ are also being prepared by JCAL. Provisions for saw or torch cutting of masonry, concrete, and steel elements connecting to the masonry to be retained will be included. Specifically, • saw cuts will be introduced in masonry walls at the interface with masonry to be retained before demolition is to occur on portions that are not to be retained, • saw cuts will be introduced in the concrete slabs along the masonry walls to be retained, before those slabs are removed, • steel beams that are connected with elements to remain will be torch cut prior to removal, and • the use of chippers on elements that remain connected to the masonry to be retained will be limited to 12 Ib. electric models, unless a mock-up demonstrates that alternatives do not risk damaging masonry. VIBRATION LIMITS Vibration limits are not stipulated in the City's conditions, nor is there a municipal bylaw in effect to limit vibrations. The nearby City of Toronto has placed limits on construction vibrations, in their bylaw No. 514-2008, and those limits are indicated in Figure 1, below. Table 1.0 "Prohibited Construction Vibrations" Frequency Vibration Peak of Vibration Particle Velocity (hertz) (mm/sec) Less than 4 8 4 to 10 15 More than 25 10 Fig 1: City of Toronto construction vibration limits The above -noted vibrations, while a good benchmark, are limits for any construction activity and are not necessarily applicable or appropriate to all projects. For historic buildings we typically recommend following the limits established in the DIN 4150-3 Standard, per line 3 of Table 1, included at Figure 2, below. The limits are • 3 mm/s for vibrations less than 10 Hz, • 3 to 8 mm/s for vibrations between 10 to 50 Hz, to be interpolated linearly, • 8 to 10 mm/s for vibrations between 50 to 100 Hz, to be interpolated linearly, and • 10 mm/s for vibrations above 100 Hz. We recommend proceeding with the limits indicated above in this case. These limits are quite low, and are intended to mitigate effects of vibration on historic buildings that might include deteriorated materials or sensitive finishes. The masonry facades to be retained on this building can be expected to be more resilient than many more delicate built historic structures. John G. Cooke & Associates Ltd. Page 3 Page 526 of 688 10 Duke Steet West Existinq Facade Retention [4 Vibration Monitoring Plan Proiect No. 24012 Though we do not anticipate exceedances even of these values given the understood nature of the adjacent construction, these limits could be re-evaluated should these limits be found to have significant impact on construction. Table 1: Guideline values for vibration velocity to be used when evaluating the effects of short-term vibration on structures Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 527 of 688 Guideline values for velocity, r, in mm/s Vibration at the foundation Vibration at Line Type of structure at a frequency of horizontal plane of highest floor 1 Hz to 10 Hz 10 Hz to 50 Hz 50 Hz to 100 Hz') at all frequencies 1 Buildings used for 20 20 to 40 40 to 50 40 commercial purposes, industrial buildings, and buildings of similar design 2 Dwellings and buildings 5 5 to 15 15 to 20 15 of similar design and/or occupancy 3 Structures that, because 3 3 to 8 8 to 10 8 of their particular sensi- tivity to vibration, cannot be classified under lines 1 and 2 and are of great intrinsic value (e.g. listed buildings under preservation order) At frequencies above 100 Hz, the values given in this column may be used as minimum values. Fig 2: DIN 4150-3 guideline on vibration limits for various structure types VIBRATION MONITORING AND MONITOR PLACEMENT We recommend that vibration monitoring be implemented with the placement of two tri -directional digital seismographs to be securely affixed to the fagade. See Figure 3. • The first monitor is to be affixed to the interior face of the concrete foundation wall below the fagade, just above the level of the raft slab, within the central third of the South (front) elevation wall. See red star in Fig 3. • The second monitor is to be affixed to the interior face of the fagade, immediately above the first monitor, within 600 mm of the underside of the roof level. See blue star in Fig 3. Existing interior finishes and terra cotta tile are to be removed from the wall prior to installation, such that the monitors can be affixed to the underlying concrete or backup brick masonry. The monitors and associated reporting are to continue through the course of construction on the project, or until such time as major vibration inducing construction activities have been completed, there are no regular vibration exceedances, any potential for damage from vibration is not anticipated, and the Consultant advises that they may be removed. The vibration monitors are to be supplied and installed by a specialized firm that has experience providing such monitors for the duration of construction projects. John G. Cooke & Associates Ltd. Page 4 Page 527 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 Fig 3: Part South Elevation, indicating proposed locations of vibration monitors. 7. NOTIFICATION AND EXCEEDENCE PROCEDURE The vibration monitors must be connected for continual reporting of vibration events that result in exceedances of the vibration limits stipulated above. Exceedance events shall be reported by automated email to the Contractor, Owner, and appropriate Consultant(s). In the event of an exceedance the Consultant is to be contacted. If the exceedance is not the result of disturbing the vibration monitoring equipment or very localized activity around it (both of which are common causes of exceedances), and the Consultant considers the exceedance to be significant, the Consultant shall review on site for any damage that may have resulted from the exceedance. Future construction activity shall be modified to avoid further exceedances. In cases where this is not possible, and the exceedance was not observed to have had any impact to the structure, the Consultant may advise with respect to increased vibration limits. Note that this approach is intended to be generally consistent with the DIN 4150 standard, which states that "Exceeding the values in table 1 does not necessarily lead to damage; should they be significantly exceeded, however, further investigations are necessary." As noted above, it is our view that this building would likely tolerate vibration limits above those stipulated. 8. DISCLAIMER & LIMITATIONS This report is based on and limited to information supplied to John G. Cooke & Associates Ltd. by VanMar Developments Inc. personnel and representatives, and by observations made during walk- through inspections of the subject property. Only those items that are capable of being observed and are reasonably obvious to John G. Cooke & Associates Ltd. or have been otherwise identified by other parties and detailed during this investigation can be reported. The work reflects the Consultant's best judgment in light of the information reviewed by them at the time of preparation. There is no warranty expressed or implied by John G. Cooke & Associates Ltd. that this investigation will uncover all potential deficiencies and risks of liabilities associated with the subject property. John G. Cooke & Associates Ltd. believes, however, that the level of detail carried out in this investigation is appropriate to meet the objectives as outlined in the request. We cannot guarantee the completeness or accuracy of information supplied by any third party. John G. Cooke & Associates Ltd. Page 5 Page 528 of 688 10 Duke Steet West Existinq Facade Retention Vibration Monitoring Plan Proiect No. 24012 John G. Cooke & Associates Ltd. is not investigating or providing advice about pollutants, contaminants, or hazardous materials. This report has been produced for the sole use of VanMar Developments Inc. and cannot be reproduced or otherwise used by any third party unless approval is obtained from John G. Cooke & Associates Ltd. No portion of this report may be used as a separate entity; it is written to be read in its entirety. We trust this report covers the scope of work as outlined in our Terms of Reference. Should there be any questions regarding this report, or if we can be of any further assistance to you, please contact us. JOHN G. COOKE & ASSOCIATES LTD. J. K, DE 100' 62005 EC -15-202 'AtZ C]F O f fP' Jonathan Dee, P. Eng., ing., CAHP Principal JD/jd 24012/10 Duke —Vibration Monitoring Plan John G. Cooke & Associates Ltd. Page 6 Page 529 of 688