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HomeMy WebLinkAboutDSD-2024-133 - NOID 10 Duke St WStaff Report r NJ :R Development Services Department www.kitchener.ca REPORT TO: Heritage Kitchener DATE OF MEETING: April 2, 2024 SUBMITTED BY: Garett Stevenson, Director of Development Approvals and Housing, 519-741-2200 ext. 7070 PREPARED BY: Jessica Vieira, Heritage Planner, 519-741-2200 ext. 7291 WARD(S) INVOLVED: Ward 10 DATE OF REPORT: March 11, 2024 REPORT NO.: DSD -2024-133 SUBJECT: Notice of Intention to Designate 10 Duke Street West under Part IV of the Ontario Heritage Act RECOMMENDATION: 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. REPORT HIGHLIGHTS: • The purpose of this report is to request that Council direct the Clerk to publish a Notice of Intention to Designate the property municipally addressed as 10 Duke Street West under Part IV of the Ontario Heritage Act. • The key finding of this report is that that the property municipally addressed as 10 Duke Street West meets the criteria for designation under Ontario Regulation 9/06 (amended by Ontario Regulation 569/22) and has been confirmed to be a significant cultural heritage resource. The property is recognized for its design/physical, historical/associative, and contextual value. • There are no financial implications. • Community engagement included informing residents by posting this report with the agenda in advance of the Heritage Kitchener meeting, consulting, and collaborating with the owner regarding the recommendations of the Heritage Impact Assessment (HIA), and consultation with Heritage Kitchener. In addition, should Council choose to give notice of its intention to designate, such notice will be served to the Owner and Ontario • This report supports the delivery of core services. BACKGROUND: The subject property is located on the north-west corner of the Duke Street West and Queen Street North intersection. At present, the property contains a vacant three storey *** This information is available in accessible formats upon request. *** Please call 519-741-2345 or TTY 1-866-969-9994 for assistance. Page 137 of 348 commercial brick building, constructed c. 1949 in the Colonial Revival architectural style. The property is approximately 0.55 acres in size and is within the City Commercial Core of the City of Kitchener, Region of Waterloo. 1 •�1 IU8 +. =w. " 45 !1 FA CITY COMMERCIAL CORE 45 icy Uite.S �_a 2 ROOG2Ifi e� , IKtChoms MIi1iI� r a' tv Conrad Cwov a. Si For ThePebming� 564 Arfs 'r The Regency-. 37 1i aid I k dL I 30 _ c i r 70 - V09i+— rr9 =reels tif,�Ar. 13 �-iC. lafi . ' Orr, M�MI!�:e►Y. Subject Area Map — 10 Duke Street West 10 Duke Street West is currently part of an active Site Plan Application (SP22/104/D/AP) which proposes the redevelopment of the site with a new mixed-use building 45 storeys in height. The podium level will contain commercial, office, amenity, and parking spaces and 499 residential units within the remaining levels. The redevelopment will retain the entire principal (south) fagade, the entire east fagade, and a portion of the west fagade. The subject property is currently listed as a non -designated property of cultural heritage value or interest on the Municipal Heritage Register and is adjacent to two other listed properties and a property now designated under Part IV of the Ontario Heritage Act. As such the submission and approval of a Heritage Impact Assessment (HIA) was made a requirement of this site plan. The resulting HIA has been prepared by McCallum Sather on behalf of VanMar Development Incorporated, and the first draft was brought the Heritage Kitchener Committee for review and comment in November 2021. No major concerns were identified with the proposal at this time. The most recent revision of the HIA is dated January 2024 and forms Attachment A of this report. The HIA includes an assessment of the property against the criteria for designation as provided by Ontario Regulation 9/06 (amended through Ontario Regulation 569/22). The assessment concluded that the property meets sufficient criteria for designation and should be recognized for its design/physical, historical/associative, and contextual value. Page 138 of 348 REPORT: Identifying and protecting cultural heritage resources within the City of Kitchener is an important part of planning for the future, and helping to guide change while conserving the buildings, structures, and landscapes that give the City of Kitchener its unique identity. The City plays a critical role in the conservation of cultural heritage resources. The designation of property under the Ontario Heritage Act is the main tool to provide long-term protection of cultural heritage resources for future generations. Designation recognizes the importance of a property to the local community; protects the property's cultural heritage value; encourages good stewardship and conservation; and promotes knowledge and understanding about the property. Designation not only publicly recognizes and promotes awareness, but it also provides a process for ensuring that changes to a property are appropriately managed and that these changes respect the property's cultural heritage value and interest. 10 Duke Street West is recognized for its design/physical, historical/associative, and contextual values. It satisfies five of the nine criteria for designation under Ontario Regulation 9/06 (amended by Ontario Regulation 569/22). A summary of the 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 it Yes 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 it No 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 it Yes yields, or has the potential to yield, information that contributes to an understanding of a community or culture. 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 important in Yes defining, maintaining or supporting the character of an area. 8. The property has contextual value because it is physically, Yes functionally, visually, or historically linked to its surroundings. 9. The property has contextual value because it is a landmark. Yes Page 139 of 348 Design /Physical Value 10 Duke Street West has design and physical value, being a representative example of the Colonial Revival architectural style for a commercial building. The building was constructed c. 1949 and features- rectangular plan; red flemish brick; eleven bays along the front Duke Street elevation and rear elevations, and six bays on the short elevations to the East and West separated by shallow brick columns with limestone capitals and base; segmentally flat window openings with brick voussoirs and stone sills; main entrance door with window surround, transom and entablature; limestone band between 2nd and 3rd and the parapet at the roof line. Figure 1: Front (South) Facade of Subject Property Figure 2: East Side Facade of Subject Property Page 140 of 348 Character defining interior elements are concentrated within the building core and include: the existing stair railings with black metal spindles and newel posts with brass railing; wall grilles; marble ceilings and walls within the main entrance lobby, two -toned terrazzo flooring with marble accents at thresholds, and ceramic tiles in washroom. DI P' E01 Figure 3: Character Defining Interior Attributes Page 141 of 348 Historical /Associative Value The subject property demonstrates historical and associative value due to its connection to the history of insurance in Kitchener and due to the original owner and use of the property. 10 Duke Street was the fifth office building in Kitchener of the Economical Mutual Fire Insurance Company. The Economical Mutual Fire Insurance Company (now known as Economical Insurance) was founded in Berlin (now Kitchener) in 1971. The purpose of the company was to provide protection against the devastation and hardship caused by fire, lightening, and other natural disasters. 10 Duke Street was the fifth location of the Economical Mutual Fire Insurance Company in Kitchener, superseding the location at 16-20 Queen Street North as headquarters in 1949. The building operated as headquarters for 40 years, until 1989. The decision to build on the subject property was led by the company's seventh president, Senator William D. Euler. William D. Euler was a distinguished citizen of Waterloo County. He taught public school for six years, established a business college, and acquired an interest in the Kitchener News Record before eventually becoming president of the company. He also had an active and distinguished political career, beginning as Berlin Alderman, being appointment Mayor of Berlin from 1913-1914, and than becoming Member of Parliament in 1917 and successfully remained in this role through seven consecutive general elections. He was appointed Minister of National Revenue, Minister of Trade and Commerce, and than to the Senate of Canada in 1935. In 1961 he became the first Chancellor of Waterloo Lutheran University (now Wilfrid Laurier University). The subject property also has the potential to contribute to an understanding of the community, as it is linked to the rapid expansion of the company which was a result of the rapid growth of the Canadian economy in the post -World War II era. Its operations also yield information related to business operations within the City during this era. Contextual Value The building is located in-situ, in a prominent location on the north side of Duke Street West between Ontario Street to the west and Queen Street North to the east. The property is physically and visually linked to the streetscape in terms of scale and material. It supports and maintains the character of the streetscape and area, being located within the City Commercial Core and in proximity to a number of other historic commercial buildings, including 16-20 Queen Street North which is the fourth office of the Economic Mutual Fire Insurance Company. Due to its location on a corner lot on a prominent street, its distinctive Colonial Revival characteristics, and its main entrance fronting directly onto Duke Street West the building can also be classified as a landmark. Heritage Attribute List The heritage value of 10 Duke Street West resides in the following attributes identified below: Page 142 of 348 Exterior elements related to the Colonial including: o Red Flemish brick; Revival architectural style of the building, 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. Forthcoming Heritage Permit Application Should Council choose to publish a Notice of Intention to Designate, Heritage Planning Staff will be returning to the Heritage Kitchener Committee with two heritage permit applications; one for the partial demolition of the building, and one for the new construction for the 45-sotrey mixed use building. 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 council / committee meeting. CONSULT and COLLABORATE — Heritage Planning staff have consulted and collaborated with the applicant and owner regarding designation under the Ontario Heritage Act. Designation was made a condition of site plan approval, subject to consideration by the Municipal Heritage Committee and Council. Page 143 of 348 Section 29(2) of the Ontario Heritage Act requires Council to consult with the Municipal Heritage Committee (Heritage Kitchener) before giving notice of its intention to designate a property. Heritage Kitchener will be consulted via circulation and consideration of this report (see INFORM above). Members of the community will be informed via circulation of this report to Heritage Kitchener and via formal consideration by Council. In addition, should Council choose to give notice of its intention to designate, such notice will be served on the property owner and the Ontario Heritage Trust, and published in the local newspaper (The Record). Once notice has been served, the owner has the right of appeal to the Ontario Land Tribunal. It should be noted that should Council decide not to proceed with a Notice of Intention to Designate, that the building will remain on the City's Municipal Heritage Register until January 1, 2025, after which it will be removed according to the changes enacted by Bill 23. Once removed, it cannot re -listed on the Register again for five (5) years, i.e. January 1, 2030. PREVIOUS REPORTS/AUTHORITIES: • Ontario Heritage Act, R.S.O 1990 APPROVED BY: Justin Readman, General Manager, Development Services Department ATTACHMENTS Attachment A — Heritage Impact Assessment, 10 Duke Street West, McCallum Stather Page 144 of 348 • • 44" i N N N N N C) N M Q N ------------------ v fl Y ~� �`•A• �_ III •. 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MixN Lu Lu ... . .. .... ..... 22M!` ww Kg %w b DO 2 w, w 00 [—u H o w. HN LL H9 t t — tt- t z U) z 0 J6, Walks z z U) a., ; U L Lu OMM Hi It w. w 2 wl HAI 00 2... o' W 1/VO LU W. 03 MW LL f , a., ; bA O LA .x W ca M N O N O O O LL N O •x Z MW r lid A, W �11� W 1 V Y• Q LL co (Y) 4- 0 0 (Y) N N Y CD oo 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: MOld IEIDIDVU CONSULTING ENGINEERS Page 231 of 348 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 232 of 348 10 Duke Steet West Existinq Facade Retention 1. INTRODUCTION Structural Assessment Report Proiect No. 24012 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 233 of 348 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 L/600 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 234 of 348 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. nd 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 235 of 348 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. i Fig 3: Typical beam bearing on brick backup at exterior wall 4.3. Wall Assembly 4.3.1 Foundation Wall * hr 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 236 of 348 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 ('/z") 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. COAL y i 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 237 of 348 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 masonry just 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. Fly V. F\U111VVQIJ CIL JIQV ICVCI, J VVQII, C1UUVO -- IIVVI 4.5. Masonry Condition ti r 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 238 of 348 10 Duke Steet West Existinq Facade Retention Q Fig 11: 5. 5.1 Typical projection at brick pier 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. 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 239 of 348 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 240 of 348 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 Framing 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 241 of 348 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 242 of 348 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. Jonathan Dee, P. Eng., ing., CAHP Principal JD/id 24012/10 Duke - Structural Assessment Report John G. Cooke & Associates Ltd. Page 11 Page 243 of 348 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 244 of 348 SINGLE WYTHE RED CLAY BRICK STEEL BEAM =00A r n-r-rA SLAB — cJ,vl TyF. CRETE PING CONCRETE SLAB 35 Page 245 of 348 SINGLE WYTHE RED CLAY BRICK CONCRETE FOUNDATION WALL TCOMA (`CITTA 5LA3-AL Cot r, IVT DNCRETE DIPPING CONCRETE SLAB 2 1 ail I^ ter, 3/1'; Page 246 of 348 STEEL COL STEEL BEAM RIVET FASTENER CONNECTIONS SLS .= C0 w i'►, C01vrJ6 c -T f o,N - T,7,'P. CRETE PING CONCRETE SLAB STEEL BEAM f Z l 4+z I7n/dt'ev+ /�l;n�ri� Page 247 of 348 RIVET FASTENER CONNECTIONS SPLICE PLATE LOWER STEEL COLUMN NOTE: TERRA COTTA, PLASTER FINISH, ETC. NOT SHOWN FOR SIMPLICITY. UPPER STEEL N cj iy 5P -f C c { AL49 RIK PLATES RING PLATE CONCRETE TOPPING 2ND FLOOR CONCRETE SLAB zgoi7- fr-. kmvili t. 3/Z3 I Page 248 of 348 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: MOld 1EIDIDVU CONSULTING ENGINEERS Page 255 of 348 10 Duke Steet West Existinq Facade Retention 1. INTRODUCTION Vibration Monitoring Plan Proiect No. 24012 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 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 used to 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 256 of 348 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 257 of 348 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 258 of 348 10 Duke Steet West Existinq Facade Retention 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 6. 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 259 of 348 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 a of their particular sensi- tivity to vibration, cannot be classified under lines i 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 6. 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 259 of 348 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 260 of 348 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. if J. K. DEE 1001820�5 EC-1:rro?e ,fftZ o Jonathan Dee, P. Eng., ing., CAHP Principal JD/jd 24012/10 Duke —Vibration Monitoring Plan John G. Cooke & Associates Ltd. 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