Construction Design PORTFOLIO 2019

TASK 2C:

FINAL 1:20 MODEL CASE STUDY: GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE JEREMY BONWICK 697718

CONSTRUCTION DESIGN SEMESTER 1, 2019 T10 LUKE WILSON

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SECTION D

OVERALL SYSTEM The primary structure of this area of the building takes loads from the roof structure and transfers these through the streel columns into the one-way slab which distibutes loads via the beam to the connected concrete columns below which in turn transfer the loads into the footings (ground slab )and then into the foundations.

[Obscured] permanent metal formwork used to form the suspended slab belween the beams in the level 1 floor Post-tensioning live end anchorage with internal pocket, covered with grout once fully tensioned The post-tensioning cables are put into tension by tightening, this in turn puts the concrte in compression, greatly increasing its ability to withstand loads and resist deflection, harnessing the materials quality of being stronger in compression than in tension

Carpet internal floor finish to FFL

FFL LEVEL 1 @ RL 8.25 Double glazed ‘Thermotech IGU’ winodws in aluminium housing powdercoated in Dulux Vintage Silver — the high efficiency windows manage the heat-load fo the large winodw areas

Welded 16 mild steel plates to form a box column transfers loads from the roof structure, also acts as window housing and shear bracing for the glazing 5

Blackbutt timber decking boards laid on joists and packers to allow for drainiage

Concrete slab poured in two sections (as the designers worked to detail the more difficult areas whilst beginning construction) slip joint detail where the two slabs meet Design loading of 5.0 kPa, 1.0 kPa additional for concrete slab

Additional N16 reinforcement required at the slip joint edges

39mm diameter grout tube left exposed during pour, to be pumped with grout to fix slip joint

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N12 steel ligatures connect top and bottom reinforcement in th slab at 300mm centers and to hold in place during the pour

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Cantilevered slab for outdoor deck set-down of 200mm to accomodate sub-floor for timber decking, screed and fall to drain and maintain the desired FFL

20mm Flat ducts for posttensioning cables (in this case 5 tensioning cables) to run through

60mm set-down in suspended concrete slab to accomodate window mullion/frame as well as the steel column — which rests on a grouted base to give a level surface for fixing with bolts — and as a water-proofing measure to have the internal higher

Steel reinforcement; N16 at 200mm centers and N16 at 300mm centers on the edge with bent detail at the end

9N20 reinforcement running parallel to the concrete beam at the bottom, 3N20 bars at the top with an additional N12 bar at 300mm centers running perpendicular at the top as support

U-shaped 2N16 reinforcement used to fix the cast-in plate into the concrete at 900mm centers 12mm thick plate cast into the concrete slab for fixing the balustrade to the edge of the slab

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In-situ poured concrete column with a strength of 40MPa to carry loads from the suspended level 1 slab

Pergola with cast-in plate for fixing to the welded UA edge detail above brickwork facade wall

8N20 Reinforcement in the concrete column laps 100mm with starter bars (obscured) which are set into the beam of the level 1 slab, linking the systems together to transfer loads more effectivly and tie the elements together

FURTHER NOTES [see corrosponding numbers on drawing] 1. Slab connection for steel column; set-down in the slab to rebate connection below FFL, non-shrink grout used to level out any imperfections in the concrete surface and then the column’s attachment plate is fixed with ‘chemset’ reo anchors which penetrates into the slab and bonds chemically

Steel framing on level 0 is non-load-baring the wall framing consists of 150mm steel studs and top and bottom tracks Insulation in internal wall behind sarking with a 60mm air-gap to the non-structural brick vaneer wall

2. Window housing — steel infill plate painted grey with Dulux ‘Micaceous Iron Oxide’, fixed c’sunk screw into the steel plate edging with a sealant to prevent water egress. Steel column used as window framing on the vertical to increase the glazing area, reducing mullions, to fit with the ‘glass’-house and maximise the glazing 3. Waterproofing around window detail — backer rod used to seal gap and flashing around the base of the window frame to divert water out of the building

Austral 50mm bricks in Graffiti Coat as veneer skin load in stretcher bond, this is a non-loadbearing element attached with brick-ties

4. Cavity flashing behind brick face wall between the slab to divert water down and out 5. 2N12 reinforcement bars run parallell to the post-tensioning internal pocket and a further N12 placed perpendicular at each end to hold it in place

FIRST FLOOR CONNECTION DETAIL AXONOMETRIC GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE

1:10 @ A2 JEREMY BONWICK 697718

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CONSTRUCTION DESIGN SEMESTER 1, 2019

200

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500mm

T10, LUKE WILSON

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OVERALL SYSTEM Loads from the roof are transfered to the supporting purlins which in turn transfer those loads via cleat-plates to the roofing structure — the tresses or the main perimeter 250UB. These have bolted (flexible) connections back to the main fabricated steel column which is connected back at the first floor level into the suspended slab. The line of the building envelope and its junction with the facade/roof sits back from the outermost edge of the roof line because of the triangular soffit detail and its overhang.

Overlap in roof sheeting,change from the Zincalume finish to the left towards a translucent polycarbonate to allow light to pass through to the translucent soffit lining below, overlap distance is ~600mm towards box gutter on east side 3° fall

Closed cell in-fills with profiles to match the Klip-Lok to seal gap in roof sheeting, overlap occurs away from the prevailing wind direction and against the slope of the roofing (in this case a 3° slope from right to left)

Roof truss has a large depth to withstand greater loads in aid of creating an uninterrupted space underneath, the truss is formed from top and bottom chords of 150UB, also used as the vertical members, with 90x8 EA as the diagonal bracing between the vertical members. Lateral stability is given to the whole truss by 20mm diameter tension rods (obscured) placed between each of the roof trusses

Safety mesh hung between purlins with the dual purpose of providing a net for workers on the roof if they fall and to hold the insulation in place

Lysaght roof sheeting with a ribbed wide tray profile used for all roofing finishes, with a concealed Klip-Lok connection system (see other annotations) this is chosen to accommodate the 3° pitch, as opposed to a corrugated profile which cannot be used for a pitch less than 5°.

Final layer of insulation completes the building envelope at the top of the building, underneath the roof sheeting

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The sheeting used for the main roof is a Klip-Lok 406mm width sheet in a Zincalume finish, being 0.48mm thick with a minimum yield strength of G550 and a aluminium coating (AM125).

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Blanket insulation with pre-fixed foil backing

Loading conditions: the roof has allowance for a live load of 0.25 (for maintenance only), the east-facing facade has to deal with expected wind velocity of 36.8m/s (the fabricated steel column is rectangular, with longer faces parallel to the wind direction to provide greater rigidity) 3

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The metal roof sheeting performs badly thermally, there is no R-value so heat is always transfered, hence the need for R2.5 insulation underneath and the multiple air-gaps and plaster-sheets to achieve the minimum R-value for this project of R3.2 All steel is hot-dipped galvanised and/or painted/powder-coated as specified to deal with corrosion 7

Perpendicular nogging between roof purlins to provide rigidity Plywood substrate to support aluminium cladding behind (see lower annotation)

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Upper plasterboard ceiling, fixed onto furring channels suspended from the underside of the main roof purlins — secondary ceiling was added for insulative purposes to achieve the required R-value for the roofing space

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Transom 150 PFCs CF welded to form framing for the triangulated soffit detail

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EAs welded into the horizontal SHS to provide support for timber battens to fix MDF sheeting for the concealed area of the bulkhead (to hind the window blinds) Raked plasterboard lower ceiling, fixed onto furring channels suspended with hangers (not shown)

Two 75x5 EA supporting cleat plate at the end (and start) of the roof purlins, connecting down to the 250UB — flat cleat plates used to connect the purlins to the trusses

Bulk insulation in the voids between metal studs and the main steel roof framing (The 200x100x6.0 RHS and 250UB), held by a vertically fixed plasterboard lining either side of the void Insulation

FURTHER NOTES [see corresponding numbers on drawing] 1. 6mm cap plate CF (continuous fillet) welded to the top of the fabricated column

Edge of the building envelope, where the conditioned space inside is separated from the unconditioned space outside — sits behind the facade overhanging elements in-line with the edge of the windows below

2. Angled cleat plate to connect triangle roof structure to the main fabricated steel column, the connection to the angled PFC is flexible as the whole triangle roof structure is braced by diagonal (but perpendicular to the facade) purlin members that act like noggings

VM Zinc cladding with folded corner detail and flashing, supported by galvanised furring channels as specified, sitting flush with the 50x50 Aluminium channel for the window housing to create a seamless junction

3. Cleat and bolt connection between 250UB and the column, which is fabricated from 4x16 mild steel plates welded off-site to form the box column

Timber framing to support plywood substrate for fixing furring channels and other soffit cladding devices to, bringing the edge of the building’s soffit in-line with the edge of the fabricated steel column

4. 12mm thick cleat plate CF welded onto the fabricated truss and bolted with five M20 8.8/S bolts (20mm diameter, high strength grade 8.8, snug tightening — strength and connection type typical in this section) and a 12mm Stiffener plate pre-placed into the fabricated steel column to provide added fortification where the truss connection is placed to prevent twisting of the member

The soffit linings are supported by a series of C15019 purlins (at 900 maximum centers — closer than the roof purlins given the added wind pressure at the edge of the building), bolted onto cleats pre-welded at the correct angle to the transom steel PFCs (the steel shop drawings would identify the angle of plate needed), the cladding is connected via furring channel (top hat) that runs perpendicular to the purlins

250mm Z-purlins placed at 1200mm maximum centres, they change level at the roof sheeting change in material, the shallower gap is filled with a sarking strip and 75mm Fletchers roof rack strips for sheeting to fix to purlins 16mm thick Translucent soffit lining in 1040mm wide sheets supported by purlins (see note for other cladding), fixed with a ‘Sealmess Fixing System’ from the sheeting manufacturer

5. 12mm thick stiffener plates CF welded into the UC between the flanges to provide rigidity at the point of load transfer to the vertical member beneath 6. Cleated and bolt connections between the horizontal and vertical members, cleats welded in pace before being brought to the site 7. Klip-Lok connections for roof sheet fixing to the structure below, snaps into the space beneath the ribs, used to avoid penetrations in the roof sheeting for better water proofing performance

Custom fabricated Aluminum sheeting as cladding with integrated water proof membrane and rain screen, over galvanised top hat rails and a plywood substrate

Interlocking VMZinc cladding with integrated air-gap for ventilation laid over a vapour permeable membrane with folded edge details where required

8. Support for the change of roofing material — timber framing to fix edge of main cladding to, trimmer angle supporting the translucent roof sheet to the right as it overlaps

SECTION D

GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE

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ROOF TO BUILDING ENVELOPE JUNCTION DETAIL AXONOMETRIC JEREMY BONWICK 697718

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CONSTRUCTION DESIGN SEMESTER 1, 2019

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T10, LUKE WILSON

1:10 @ A1 [TRIMMED]

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100

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500mm

MODEL PHOTOS GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE

JEREMY BONWICK 697718

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CONSTRUCTION DESIGN SEMESTER 1, 2019

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T10, LUKE WILSON

MODEL PHOTOS GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE

JEREMY BONWICK 697718

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CONSTRUCTION DESIGN SEMESTER 1, 2019

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T10, LUKE WILSON

MODEL PHOTOS GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE

JEREMY BONWICK 697718

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CONSTRUCTION DESIGN SEMESTER 1, 2019

/

T10, LUKE WILSON

MODEL PHOTOS GLASSHOUSE, CROXON RAMSAY

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OLYMPIC PARK, MELBOURNE

JEREMY BONWICK 697718

/

CONSTRUCTION DESIGN SEMESTER 1, 2019

/

T10, LUKE WILSON

MODEL PHOTOS GLASSHOUSE, CROXON RAMSAY

/

OLYMPIC PARK, MELBOURNE

JEREMY BONWICK 697718

/

CONSTRUCTION DESIGN SEMESTER 1, 2019

/

T10, LUKE WILSON

MODEL PHOTOS GLASSHOUSE, CROXON RAMSAY

/

OLYMPIC PARK, MELBOURNE

JEREMY BONWICK 697718

/

CONSTRUCTION DESIGN SEMESTER 1, 2019

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T10, LUKE WILSON