DISTILLERY CHERRY STREET CONDOS PHASE 2

Developer: Gooderham 390 Cherry Street • Cityscape Developments Inc.
Architect: Architects Alliance

This thirty-nine storey residential condominium structure with retail spaces at the ground floor is located at 390 Cherry Street, north of the railway lines.

The four levels of subgrade parking are constructed within a continuous caisson shoring wall, at the south, east, and north sides, of the excavation. Walls are of reinforced concrete construction as are the columns, and are founded on strip footings and spread footings bearing on sound shale bedrock capable of safely sustaining a pressure of 4800 kilopascals, (ie. 100,224 pounds, or 50.11 tons per square foot).

The three levels of subgrade parking slabs are all 230 mm thick reinforced concrete flat slabs with 120 mm deep drop panels over the columns and are cast of 35 megapascals Type AC1@ concrete.

Within the area of the tower, the ground floor slabs are 200 mm thick with transfer beams up to 1500 mm in depth to carry loads from circular columns above onto the grid of the square columns in the parking garage below.

From the fifth floor, through to the thirty-fifth floor, the floor slabs are 200 mm thick, with the interior spans being one-way reinforced concrete slabs spanning between the shear walls and with the corner slabs and balconies being 200 mm thick reinforced concrete flat plates. The floors’ concrete strength, at twenty-eight days, was specified to be 40 megapascals up to the fifth floor slab, reducing in 5 megapascal increments down to 25 megapascals above the fourteenth floor slab, to accommodate the varying strength of concrete in the columns.

Most of the shear walls extend up to the lower roof and mechanical room floor, at the thirty-seventh level, where there is a 600 mm deep by 1400 mm wide ring beam, over the perimeter columns, to support the 300 mm to 400 mm lower green roof slab. The strength of concrete in the shear walls and columns, was specified at 28 days to be 55 megapascals up the eight floor, reducing in 5 megapascal increments down to 25 megapascals above the twenty-third floor.

Lateral forces, resulting from wind and seismic effects, are resisted by the interaction of the shear walls with the central core, which contains a three elevator shaft, scissor stairs, a mechanical shaft and electrical closets.

WATERCLUB CONDOMINIUMS

Developer: Kolter Development Limited • Waterclub Development Limited
Architect: Kirkor Architects & Planners

The three residential towers of this condominium project range in height from twenty-nine to thirty-nine storeys, and project above a common three storey podium structure, over a three level subgrade parking structure. The project is on the north side of Queens Quay West, between York Street and Lower Simcoe Street, near the shore of Lake Ontario.

The columns and shear walls are founded on spread and strip footings, respectively, bearing on sound shale bedrock with a capacity of 5000 kilonewtons per square metre. To deal with the problems associated with the fact that the founding level, for the footings, and the lowest parking level, are below the surface of Lake Ontario, the entire site is surrounded by a permanent caisson wall, not only to serve as the foundation excavation shoring, but to also perform as the first barrier to reduce the flow of water into the parking garage. The perimeter foundation walls were then constructed approximately one metre inside the caisson wall with weeping tiles and appropriate waterstops before the space between the walls was filled with free draining granular material.

At the fourth level, i.e. the roof of the podium structure, transfer beams, ranging in depth from 1.2 metres to 2.25 metres, were constructed to take the loads from the columns which are offset in the towers above and bring them to bear on the columns or shear walls below.

On the north elevation, at different floors in the towers, i.e. the eighth floor in the west tower and the thirteenth floor in the east tower, a permanent structural steel frame up to 1.0 metre in depth was erected to support the formwork for a two storey deep reinforced concrete beam, and a one storey deep reinforced concrete cantilever beam provided to carry the loads from several storeys of shear walls and columns above, eighteen levels in the west tower and twenty-two levels in the east tower.

At the penthouse roof levels, there are very significant cantilevered reinforced concrete trellis structures with beam depths of 1.4 metres.

The typical tower floors are designed as flat plates, supported on rectangular reinforced concrete columns with a central reinforced concrete core designed to resist lateral wind and seismic forces.

The towers are clad with glass curtain walls to reflect the lake water effects.

ELLIPSE CONDOMINIUMS West and East Towers

Developer: Convention Plaza Limited Partnership
Architect: Kirkor Architects & Planners

These two, thirty-six storeys residential, condominium towers, rising above a five level podium, located in the Scarborough district of Toronto, at the south side of highway 401, were completed in 2004.

The entire complex is built above two levels of subgrade parking, with four additional parking levels above, to the east and west of the central amenities block.

The interior walls and columns are founded on spread footings which bear on natural undisturbed soil capable of safely sustaining pressures of 400 to 750 kilopascals, (ie. 8,352 to 15,660 pounds or 4.2 to 7.8 tons per square foot).

The P1 level, the major portion of the ground floor level, the second and third floor levels are primarily 220 mm thick, reinforced concrete, flat slabs, with 150 mm deep drop panels, over the columns.

At the east and west ends, and at the south side of the podium, from the ground level to the fourth floor, there are two level townhouses framed with one-way, reinforced concrete, slabs, which are 230 mm thick, spanning 7 metres between reinforced concrete shear walls.

The east and west towers are similar, from the fifth floor up to the thirty-fourth floor. The floor framing, in general, takes the form of 200 mm thick, one-way reinforced, concrete, slabs spanning as much as 6.7 metres, between reinforced concrete shear walls. At the thirty-fifth floors, the slabs are also one-way, reinforced, concrete, but the thicknesses are increased to 300 mm to support the mechanical penthouses loads.

The specified twenty-eight days strength, for the concrete slabs in the parking levels is 35 megapascals, with seven percent, plus or minus, one percent of entrained air. At the fifth floor, the concrete is specified to have a strength of 32 megapascals, at twenty-eight days. The 32 megapascals, at twenty-eight days, also applies to the floor slabs from the sixth thorough to the tenth floor. From the tenth to the eighteenth floors, the concrete in the slabs was specified to have a strength, at twenty-eight days, of 30 megapascals, and was reduced from the nineteenth to the thirty-fourth floors to 25 megapascals.

Both towers, have a, three elevator, reinforced concrete, shaft, and two emergency stairwells with reinforced concrete walls, extending from the foundations through to the thirty-fifth floors. The reinforced concrete walls, of these elements interact with the shear walls to resist lateral forces, and displacements, resulting from wind or seismic affects.

WATERPARK CITY CONDOMINIUM RESIDENCES

Developer: H & R Developments
Architect: Page + Steele Architects Planners

This thirty-nine storey residential condominium, tower, rising adjacent to a seven storey residential, podium, is located north of Fleet Street, south of the Gardiner Expressway, and east of Strachan Avenue, to the west of downtown Toronto.

There are three levels of subgrade parking. The P3 level is a 100 mm thick slab-on-grade, with fibrillated polypropylene fibres to control shrinkage cracking. The P2 and P1 parking levels are framed, in general, as 200 mm thick, reinforced concrete, flat slabs, with 150 mm deep drop panels over the columns.

Beyond the limits of the superstructure, the ground level slab is, for the most part, a 250 mm thick, reinforced concrete, flat slab, with 150 mm deep drop panels, and 300 mm deep capitals, over the columns below. Below the superstructure, the framing of the ground floor is, in general, a series of 200 mm thick, one-way, reinforced concrete slabs, spanning between reinforced concrete shear walls or onto reinforced concrete beams.
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The second floor slabs are typically one-way, reinforced concrete slabs, spanning 6.1 metres, between reinforced concrete shear walls, or 500 mm wide by 500 mm deep transfer beams, over the swimming and whirlpool area.

The floor framing, for the third floor is the same as for the second floor, except that the transfer beams, above the amenities, in some instances are as much as 700 mm wide by 800 mm deep.

Floors four through seven are similar to the third and second floors, except that there are no transfer beams.

The eighth floor is, in part, the roof of the podium element. Within the tower, the framing is similar to the floors below.

The ninth and tenth floors, of the tower, are similar to the tower floors below.

Tower floors eleven through thirty-six are similar to the typical tower floors below, with, for the most part, 200 mm thick, one-way, reinforced concrete, slabs spanning between shear walls.

The thirty-seventh floor is similar to the floors below, except that, at the north-east of the floor, the typically 200 mm thick floor slab is increased in thickness to 300 mm, and is two-way reinforced to act as a transfer slab to carry the loading from two new columns introduced above.

The thirty-eighth floor is similar to the typical floors below, except that, the edge of the slab is drawn back 1500 mm, towards the center of the radius at the north-east of the floor.

100 BLOOR STREET – NO. 10 BELLAIR STREET

Developer: Gentra/Tridel
Architect: Burka Architects

This mixed use project, completed in 2003, is located at the north-west corner of the intersection of Bloor and Bellair Streets, in the trendy part of Bloor Street, in mid-town Toronto. It consists of a twenty-eight storey tower, with a six storey podium, constructed over a subgrade parking garage which is south of a two level section of the Bloor Street subway tunnel.

All of the footings bear on natural undisturbed soil capable of safely sustaining a pressure of 700 kilonewtons per square metre, (ie. 14,616 pounds or 7.3 tons per square foot).

The subgrade parking level slabs P1, P2 and P3 are 200 mm thick, or 240 mm thick to suit longer spans, reinforced concrete flat slabs, with 125 mm deep drop panels over the columns.

The ground floor slab is primarily a 200 mm or 240 mm thick reinforced concrete flat slab, with 200 mm deep drop panels at the columns. There are also ninety-two reinforced concrete beams, at various locations, throughout the slab to frame openings, create column free open space, to accommodate transport trucks, and to support a special truck turntable which facilitates the access for transport trucks.

The twenty-eight days specified strength for the reinforced concrete slabs and beams from the fourth floor through to the seventh floor is 35 megapascals. Floor slabs, from the eighth floor through to the twelfth floor, are similar 210 mm thick flat plate reinforced concrete slabs, which are one-way reinforced between shear walls, and are cast with concrete with a twenty-eight days specified strength of 30 megapascals.

The slabs of the floors, from the thirteenth level through to the twenty-second level, are also similar 210 mm thick flat plate reinforced concrete slabs, which are one-way reinforced, where they span between shear walls, and are cast with concrete with a specified twenty-eight days strength of 25 megapascals.

The south part of the twenty-seventh floor, which is the upper level of the south penthouse, is a 600 mm to 700 mm thick, reinforced concrete, flat plate, transfer slab, with slopes to drains on the terrace.

The walls and columns, from the footings up to level seven, were specified to have a strength at ninety days of 45 megapascals. The strength was reduced, in 5 megapascal increments, down to 35 megapascals, at ninety days, from the eleventh to the fifteenth level and finally down to 25 megapascals, at twenty-eight days, above the nineteenth level.

Lateral forces, resulting from wind or seismic effects, are resisted by the interaction of the central reinforced concrete core, containing four elevator shafts, a mechanical shaft, and a scissor stair, with the reinforced concrete shear walls.

VERVE CONDOMINIUM

Developer: Tridel
Architect: Burka Varacalli Architects

This residential condominium project, completed in 2008, at the north side of Wellesley Street, between Church and Jarvis Streets, near midtown Toronto, is comprised of a forty-one level tower block, and a seven level loft block. The entire project is constructed above a three level subgrade parking garage.
Columns and walls are founded on spread and strip footings, respectively, and the tower elevator shafts and scissors stair walls are founded on
2050 mm deep mat footings.
Framed parking levels, P1 and P2, are similar and are 200 mm thick, reinforced concrete, flat slabs, with 125 mm deep drop panels, at the columns.
The ground floor framing within the tower area is, for the most part, a
200 mm thick, reinforced concrete, flat slab, with 150 mm deep drop panels, at the columns. There are ninety-three reinforced concrete beams in the ground floor of the loft block, many of which are transfer beams, to carry the loads from the shear walls above onto the parking garage columns below.
At the second floor level, between the towers and the loft blocks, there is a 10.3 metre long entrance lobby bridge structure. Inside the tower, there is a curved lobby stair which leads down to the ground floor.
The tower floors from the fourth through to the thirty-ninth level are framed in a similar manner with 200 mm thick, one-way, reinforced concrete, slabs spanning between reinforced concrete shear walls. The strength of the concrete for all balconies, on all floor levels, was specified to be 35 megapascals, at twenty-eight days, with 6 to 8 percent entrained air, to satisfy exposure class “C1” criteria.
The main roof, of the loft block, is framed as a series of one-way, reinforced concrete, slabs with thicknesses varying from 200 mm to 300 mm to provide slopes to drains on the landscaped terrace where the swimming pool and the whirlpool are located.
The penthouse roofs are primarily framed as a one-way, reinforced concrete, slabs, with minimum, thicknesses of 200 mm, to provide slopes to roof drains.
The mechanical penthouse, for the tower, is at the fortieth level, as is the main roof. The framing on this level is a series of 200 mm to 300 mm thick, one-way, reinforced concrete, slabs, providing slopes to roof drains.
Lateral forces and deformations imposed on the structure by wind and seismic affects are resisted, and controlled by coupled shear walls, interacting with the walls of the elevator shaft, and the stairwells, in the loft block, which is structurally separated from the tower block. In the tower block, the lateral forces are resisted and controlled by the interaction of the shear walls and the central, reinforced concrete core.

EMPRESS WALK

Developer: Menkes Developments Limited
Architect: Page + Steele Architects

This mixed-use development on the east side of Yonge Street, adjacent to the Yonge Street subway, in the North York district of Toronto, was completed in 2001.

The project is comprised of two, thirty-two storey condominium towers, constructed above a four level mercantile podium structure containing a ten auditoria cinema on the top level, over three levels of shopping, with a Loblaw Super Store in the concourse level below, all over a five level subgrade parking garage. There is a direct connection to the North York City Centre subway station from the concourse level.

The condominium suites are acoustically isolated from the auditoria of the cinema and the associated atrium space below. The central atrium, containing the longest spanning escalator in North America, is employed to present the surrounding space of the shopping levels and the cinema above same.

It was imperative that, no shear walls or columns, from the condominium towers above, would penetrate through the auditoria of the cinemas. To satisfy this criteria, a one storey high (4.5 metre deep) transfer structure, consisting of 600mm wide beams, spanning the 19 metre width of the cinema’s auditoria, was designed to transfer the wind and seismic forces down through the walls of the cinema’s auditoria, in conjunction with the concrete walls at the perimeter of the cinema, thereby forming a compartmentalized “Box” which also provided lateral rigidity for the condominium towers above.

Below the cinema level, the compartmentalized “Box” is supported on columns extending down through the retail levels and the five levels of subgrade parking, with another load transfer system being introduced, at grade level, to satisfy the special arrangement of the super store in the concourse below. Also, at the concourse level, there is another transfer system supporting all of the columns visible in the atrium. The column loads bearing the transfer structure at the concourse level are transferred to the columns in the five level parking garage below.

To optimize the structural framing, and predict the structural behaviour of the transfer systems, the entire structural system was analysed employing a sophisticated “Finite Element” computer model. This analysis assisted in determining the locations of expansion joints, which were positioned to ensure proper structural behaviour and stability.

To enhance the ability of the mass of the structural elements to eliminate the transmission of sounds and vibrations from the cinema, up into the residential levels above, the stadia seating structures in each of the cinema auditoria were isolated from the base building structure by acoustical absorbing bearing pads. This resulted in the stadia structures within each auditorium “floating” freely, with no direct concrete to concrete contact to the supporting base structure.

BELL MOBILITY CENTRE & BELL CANADA CAMPUS

Developer: MSW Developments and H & R Reit
Architect: Page + Steele Architects Planners

This innovative project, consisting of three low-rise office blocks, joined at the ground floor, and a three storey call centre, all constructed over two levels of a subgrade parking garage, which extends to the west, under an expansive surface parking area, is located at the north side of Burnhamthorpe Road, east of Dixie Road, in Mississauga.

The ground floor of the Bell Mobility blocks, (phase I), contains a customer service centre, and in the lower level, there are amenities. The call centre building, (phase II), is linked below grade in order to partake of the amenities.

Phase I included over 1900 parking spaces, 900 of which were below grade. Phase II, which was built with a very tight occupancy deadline of thirteen months, added 450 parking spaces in a two level subgrade parking facility.

The P1 parking level in phase I is primarily a 200 mm thick, reinforced concrete, flat slab, with 150 mm deep drop panels over the columns. In phase II where the spans are larger, the P1 parking level is primarily a 220 mm thick reinforced concrete, flat slab, with 200 mm deep drop panels.

In phase I, the ground floor, beyond the office blocks, serves as an expansive surface parking deck and is constructed as a 230 mm thick, reinforced concrete, flat slab, with 150 mm deep drop panels, and 400 mm deep capitals over the columns.

In both phases, the concrete for the parking level slabs and the ground floor was specified to have a twenty-eight days strength of 35 megapascals, and in the parking levels, and the areas of the ground floor, that could be exposed to deicing chemicals, the concrete has also to satisfy the criteria for a class “C1” exposure.

Extensive areas, at the south-east, and north-east of the ground floor, of phase I, are framed with structural steel trusses, beams, and purlins, to support 125 mm of concrete on 38 mm by 0.91 mm thick composite steel deck.

Within the atrium of phase II, there are two elevator shafts, with four glass enclosed elevators. The elevator lobbies are accessed, on the second and third floors, from reinforced concrete bridges, and there is a structural steel hanging staircase, floating in the atrium, which is suspended from the bridges, and continuing down to the ground floor of the atrium.

To minimize the column sizes in phase I, the columns’ concrete was specified to have a strength, at ninety days, of 45 megapascals, in the
office blocks, below the second floor, and 40 megapascals above the second floor.

HULLMARK CENTRE

Developer: Hullmark Tridel
Architect: Kirkor Architects And Partners

This mixed use development is located at the south-east corner of Yonge Street and Sheppard Avenue, adjacent to the Yonge and Sheppard subway tunnels connection.

It is comprised of two residential condominium towers, the north tower rising forty-five levels, plus three mechanical levels, over a twelve storey office block, above a ground level shopping plaza. At the south end, a second thirty-five level residential condominium tower, plus four mechanical levels rises adjacent to a five storey office block, over a shopping plaza. The entire project is constructed over a five level subgrade parking garage.

The columns and shear walls are carried on spread footings which bear on undisturbed soil capable of safely sustaining a pressure of 1000 kilopascals (20,888 pounds, ie. 10.44 tons per square foot). The framing of floor slabs, walls, and columns is of reinforced concrete with floor slab systems varying from flat slabs, in the parking levels, to long span beams with one-way slabs, on the ground floor, to flat plates, in the residential tower floors. The concrete strengths vary from 85 megapascals, at 120 days, in the lower level walls and columns, in order to minimize the column sizes, to 35 megapascals at 28 days in the walls and columns of the upper storeys, in both of the residential towers. Concrete strengths in the floor slabs are also varied to be in compliance with the varying strengths of concrete in the walls and columns.

Both residential towers are designed to resist lateral forces, resulting from wind and seismic affects, by the combined interaction of the reinforced concrete, shear walls and the central, reinforced concrete, core, housing elevator and mechanical shafts, and scissors stairs. In the north tower, at the thirteenth floor level, there is a two metres thick transfer slab, above the office block, cast with 50 megapascal concrete, to transfer the loads, from the residential shear walls above, onto the office columns below. From the thirteenth floor level down the central core is increased to accommodate the office elevator shafts and stairs making the core stiff enough to resist all lateral force affects.

To provide a uniform overall appearance, both residential towers, and the five and twelve storeys office blocks, are clad with a glass and metal panel, curtain wall system.

ONE BEDFORD

Developer: Lanterra Developments
Architect: Page + Steele Architects Planners Associated with KPMB

This thirty-three storey residential condominium, with retail occupancy on the ground floor, is located at the north-east corner of Bedford Road and Bloor Street in Toronto, close to the campus of the University of Toronto.

It has four levels of subgrade parking with 354 vehicle parking spaces and 236 bicycle parking spaces. There are exclusive use terraces on the fifth, seventh, ninth, eleventh and thirty-first levels, with customized landscaping, from the seventh floor and above. On the second floor, there is a large common area terrace, which is enclosed on three sides by the amenities area.

The walls are founded on strip footings and the columns are founded on spread footings. All footings bear on natural undisturbed soil capable of safely sustaining a pressure of 750 kilopascals (ie. 15,660 pounds or 7.83 tons per square foot). To deal with the vibrations from the Bloor Street subway tunnel, which is in close proximity to the north foundation wall, most of the columns are detailed with special 50 megapascal, reinforced concrete bases, set on vibration isolation pads in formed depressions in the footing pads or caps.

The three framed parking level slabs are 200 mm thick, reinforced concrete flat slabs, for the most part, with 125 mm deep drop panels over the columns, cast with 35 megapascal type “C1” concrete. The ground floor
is framed in a similar manner, however, the slab thickness ranges from
220 mm with 150 mm deep drops, to 300 mm with 150 mm deep drops over 300 mm deep capitals, to satisfy different loading criteria. The second floor framing is comprised of beams to carry shear walls above, with typically 200 mm thick one-way reinforced concrete slabs spanning between the beams. The third floor framing is similar to the second floor with one-way slabs spanning between the shear walls, except in the north-east wing where the reinforced concrete flat plate is 600 mm thick, with 350 mm deep capitals, over the columns, to transfer loads from the shear walls and columns above onto the different grid of the columns below. From the fourth floor up, the floor slabs are typically 200 mm thick one-way reinforced or flat plates spanning between shear walls or columns. To deal with the excessive shear forces that the 35 megapascal concrete, could not sustain, at some of the columns, below the terraces, four rows of paired 15M reinforcing steel stirrups, with a yield strength of 400 megapascals, were placed in the slabs at each of the four sides of the columns.

Lateral forces, resulting from wind or seismic affects, are resisted by the interaction of the central core, containing three elevator shafts, mechanical shafts, and scissor stairs, with the shear walls.

The specified twenty-eight days strength of the concrete in the columns and walls varies from 50 megapascals below the fourth floor, down in 5 megapascal increments to 30 megapascals above the twenty-fourth floor.