ARC2101 Technologies and Environments I Portfolio

ARC 2101 TECHNOLO� GIES& ENVI� RONMENTS RYAN BATE CALLAN KING DAVE MASON MELANIE TING

PROGRESS + PRECEDENTS_

PROGRESS PRECEDENTS MID SEMESTER

PROGRESS + PRECCEDENTS

PROGRESS + PRECCEDENTS

WITH OUR DESIGN WE HAD SETTLED ON A TWISTED TRUSS EARLY IN THE SEMESTER BUT HAD TO TEST AND EXPERIMENT WITH DIFFERENT BRACING TYPES, PATTERNS AND SIZES. WE EXPERIMENTED WITH DIFFERENT ITERATIONS OF BRACING FROM THE CORE BEAMS TO THE DIAGONAL BRACING AND HOW THE PATHWAYS WOULD BE INTERGRATED WITH THIS TRUSS STRUCTURE TO ALLOW HABITANCE. ALONG WITH THE TRUSS PROGRESS WE EXPERIMENTED WITH DIFFERENT FORMS OF THE TOWER AND HOW THAT WOULD REFLECT THE SAME LANGUAGE WITH THE TRUSS.

PROGRESS + PRECEDENTS_

MID SEMESTER

PEDESTRIAN BRIDGE

PRECEDENT STUDIES

ARC 2102 | INTERIM REVIEW SEMESTER 2, 2014 MELANIE TING, DAVE MASON, CALLAN KING AND RYAN BATE

SITE ANALYSIS ACCESS/MOVEMENT ANALYSIS

KEY ISSUES:

1. Congestion/Flow

OBSERVATIONS:

2. Static VS Transient Traffic

ACCESS/MOVEMENT ANALYSIS 3. Key 1.Paths/Program Being located next to an entry to Flinders Street Station, there is currently a high concentration of pedestrian traffic around the northern end of the OBSERVATIONS: bridge. This may be due to the compact footpath width in comparison with the southern end of the bridge, and may need addressing in the design.

1. Being located next to an entry to Flinders Street Station, there is currently a high concentration of pedestrian traffic around2.the northern end ofand themore varied paths on the southern end of the bridge The larger width bridge. This may be due to the compact footpath width to in allow comparison with the seems traffic to flow better in comparison to the north. This reduces southern end of the bridge, and may need addressing in theand design. congestion even allows adequate space for street performers to the south-west.

2. The larger width and more varied paths on the southern end of the bridge PEDESTRIAN seems to allow traffic to flow better in comparison to the north.

This reduces 3. The key approach appears to be from the south, as pedestrians use the SANDRIDGE BRIDGE CYCLISTS congestion and even allows adequate space forbridges street performers to the predominantly as a means of access to Flinders Street Station as HIGH TRAFFIC south-west. they come from either Southgate or the Crown Precinct. Patrons also park in one of the several parking multi-levels and use the bridge as a quick access 3. The key approach appears to be from the south, as pedestrians use to Federation Square orthe AFL patrons for Biarrung Marr on the way to the MCG. bridges predominantly as a means of access to Flinders Street Station as they come from either Southgate or the Crown Precinct.

Patrons also area park is also the waiting area for the Ponyfish Island Bar, 4. Another high traffic in one of the several parking multi-levels and use bridge as a quick access asthe patrons waiting to enter the venue take up space on the bridge. Therefore to Federation Square or AFL patrons for Biarrung Marr on the way to the MCG. any pavilions in the design would need to factor in this static, permanent traffic in combination with transient traffic.

4. Another high traffic area is also the waiting area for the Ponyfish Island Bar, as patrons waiting to enter the venue take up space onlookout the bridge.

5. The areasTherefore are well distinguished and separated from the main any pavilions in the design would need to factortraffic in thisflow static, permanent path to enable better movement across the bridge with less traffic in combination with transient traffic. congestion, so too are the lowered paths on each side of the bridge.

FLINDER’S STATION

PEDESTRIAN CYCLISTS HIGH TRAFFIC

ART’S PRECINCT

5. The lookout areas are well distinguished and6. separated from the main Overall the bridge seems to be of adequate size to allow apporpriate flow traffic flow path to enable better movement across the bridge with so less relative to its use, a similar size/width would not be inadequate. congestion, so too are the lowered paths on each side of the bridge.

KEY ISSUES: 6. Overall the bridge seems to be of adequate size to allow apporpriate flow 1. Congestion/Flow relative to its use, so a similar size/width would 2. notStatic be inadequate.

VS Transient Traffic 3. Key Paths/Program Scale 1:1000 KEY ISSUES: 1. Congestion/Flow 2. Static VS Transient Traffic

PEDESTRIAN BRIDGE

TWISTED TRUSS

ARC 2102 | INTERIM REVIEW SEMESTER 2, 2014 MELANIE TING, DAVE MASON, CALLAN KING AND RYAN BATE

LONG SECTION_1:200

Windshield and Lower Path

Tower and Visitor Platforms

Aluminium Handrail

Timber Decking

Timber Batton Wildshield and Path

Upper Path

Twisting Truss

Bridge Proposal

PLAN_1:500 I-Beam - Steel

SHORT SECTION_1:50

Steel Cross Bracing - 200 mm

Core Steel Frame 400mm

Steel Lattice Bracing 100mm

PEDESTRIAN BRIDGE

BOX TRUSS

ARC 2102 | INTERIM REVIEW SEMESTER 2, 2014 MELANIE TING, DAVE MASON, CALLAN KING AND RYAN BATE

LONG SECTION_1:200

SHORT SECTION_1:100

PLAN_1:500

Decking Suspension Cables

Steel Cross Bracing - 100mm

Timber Decking

Aluminium Handrail

Steel Truss - 400mm

I-Beam - Steel

PROGRESS + PRECCEDENTS

MID SEMESTER

FINAL_

THE YARRA HELIX

THE YARRA HELIX ARC 2102 | INTERIM REVIEW SEMESTER 2, 2014 MELANIE TING, DAVE MASON, CALLAN KING AND RYAN BATE

LONG SECTION 1:100

TWISTED TRUSS OCCUPATION VIEW

SANDWICH COMPOSITE STRUCTURE (SCS) PANEL

ALUMINIUM SHEET SURFACE PLATE

METAL FOAM HONEYCOMB CORE STRUCTURE ALUMINIUM SHEET SURFACE PLATE

SCS HONECOMB CORE PANEL (B) ALUMINIUM SHEET SURFACE PLATE STEEL GIRT PANEL FIXING

TIMBER PANEL FLAT WALKWAY

FLAT WALKWAY STEEL SUPPORT

TIMBER BOTTOM PANEL

HANDRAIL TRUSS CHS BRACING

BRIDGE DETAIL C-SECTION PURLIN SUPPORT

GUSSET JOINT CONNECTION NODE TIMBER CLADDING OUTER

500mm CHS PIPE

200mm CHS PIPE

SCS CORE PANEL

TIMBER CLADDING INNER

SCS PANEL HANDRAIL

TIMBER CLADDING FLAT WALKWAY STEEL GIRT

BRIDGE SEATING TIMBER TRUSS PROFILE

C SECTION PURLIN

I-BEAM FLAT WALKWAY SUPPORT

SHORT SECTION B 1:50

SHORT SECTION C 1:50

Upper Floor -Cafe and Restaurant level 1: Observation point framed view of St Kilda Rd Bridge

500mm CHS steel -Main structual supports for twisting truss, tower and stair core.

-Beams feed from truss into tower to create integrated structural system.

1

Middle Floor

200mm CHS steel

-Entry level from bridge elements

-Forms the frame bracing for twisting truss and tower.

2: Public seating area looking over dock and river 3: Observation point framed view of Southbank and Hamer Hall

2

5

100mm CHS steel -Forms cross-bracing for twisting truss and supports for the stair core.

3 Lower Floor -River interaction level 4: River dock for kayaks and paddleboats 5: Observation point framed view of Flinders St Station

Timber windshield panels

4

TOWER AXONOMETRIC

-Twisting wood panels form walkable and occupiable space.

-Light wood/bleached wood.

-Suported by paneling system (see detail drawings).

Flooring and roofing -Roofing only featuered in tower structure.

-Concrete slab floor resting on CHS steel structure.

-Fibre cement panel roofing suspended from CHS steel structure.

B

Timber batten screen panels -Spaced wood battens give obscuered view of Melbourne and provides interesting shadow patterns.

-Light wood/bleached wood -Spaced 200mm appart

C

A

Glass panels -Allows framed views of specific attractions.

-Featuered in the upper level and in the opservation points.

Stairs and seating -Concrete core staircase -Timber seating and dock area

PLAN 1:200

TOILETS

KITCHEN

HANDRAILS

CAFE TABLES

SERVERY

BANQUET SEATING

TOP FLOOR

MID LEVEL SEATING

INTERNAL TOP FLOOR VIEW

BALCONY/ LOOKOUT POINT

MIDDLE FLOOR

BANQUET SEATING

ACCESS TO BOTTOM PLATFORM FOR KAYAKERS OR KIDS

GROUND FLOOR

TOWER FLOOR PLAN 1:100 INTERNAL MIDDLE FLOOR VIEW

FINAL THE YARRA HELIX FEEDBACK: IN CONCLUSION WITH THE BRIDGE DESIGN THERE WERE A FEW DESIGN ELEMENTS THAT COULD HAVE BEEN IMPROVED. THE STRUCTURAL ELEMENTS OF THE BRIDGE WERE SUCCESSFUL WITH EMPHASIS ON DIAGONAL BRACING ON THE BOTTOM OF THE BRIDGE. IF WE HAD MORE TIME, THE WINDSCREEN COULD HAVE BEEN IMPROVED IN TERMS OF THE LOCATION AND VIEWS THAT THE OCCUPANT CAN SEE WITHOUT THE SCREEN HINDERING VISION. IF THE TIMBER PANELS WERE PLACED MORE SPARINGLY IN CERTAIN PLACES THAT COULD ALLOW FOR MORE VISUAL ACCESS TO THE BRIDGE. THE PATHWAY COULD’VE BEEN WIDER TO ALLOW MORE TRAFFIC FLOW. IN TERMS OF REPRESENTATION, THE MODEL COULD HAVE BEEN MORE DETAILED WITH MATERIAL ADDED.

EXERCISES_

1.1 HORIZONTAL SUPPORT 1.2 VERTICAL STABILITY 1.3 HORIZONTAL SPAN

1.1_

HORIZONTAL SUPPORT

1.1 Horizontal Support 1.1

HORIZONTAL SUPPORT

1.1 Horizontal Support

Development: During the development phase we decided on using a double truss system for the sate stick and hot glue gun design. We found that the sate sticks provided strong single directional support while the glue would allow for a truss construction.

Development: We aimed for a triangular design as it would not only be quicker to construct than a 4 sided design, but we also felt it would distributeon the weight of the load evenly.

During the development phase we decided using a double trussmore system for the sate stick and hot glue gun design. We found that the sate sticks provided strong single directional support while the glue would allow for a truss construction.

We aimed for a triangular design as it would not only be quicker to construct than a 4 sided design, but we also felt it would distribute the weight of the load more evenly.

Construction: A double truss system was used to give strength in multiple ways. These were then glued together to form strong double layered walls.

Construction: Once the triangle was constructed, cross bracing was then introduced to the centre of the structure.

A double truss system was used to give strength in This gave horizontal support to the trusses while also multiple ways. These were then glued together to form allowing forlayered furthur load strong double walls.paths within the structure.

Once the triangle was constructed, cross bracing was then introduced to the centre of the structure.

This gave horizontal support to the trusses while also allowing for furthur load paths within the structure.

Melanie Ting, Callan King, Dave Mason and Ryan Bate

1.1 Horizontal Support 1.1

HORIZONTAL SUPPORT

1.1 Horizontal Support Result: When completed, the structure weighed 80grams. It held a total of 106kg before collapsing. This gave the structure an efficiency of 1325, meaning it can support 1325 times its own weight.Although it Result: broke, this breaking only occured when the weight was being taken off the structure. This seems to indicate that it was not the weight itself When completed, the structure weighed 80grams. It held a total that caused the break, but rather then uneven distribution of it whilst of 106kg before collapsing. This gave the structure an efficiency of unloading.

1325, meaning it can support 1325 times its own weight.Although it broke, this breaking only occured when the weight was being taken off the structure. This seems to indicate that it was not the weight itself that caused the break, but rather then uneven distribution of it whilst unloading.

Observations: Though this experiment there are multiple things we realised: Observations: 1. The triangular shape was not as effective as we would have liked. Since the platform and weight being Though this experiment there are multiple things we applied was square, it meant the weight was not realised: completly supported by the entire structure, leading to sagging. If the design had been square, or had at least 1. The triangular shape was not as effective as we had support at each four corners it may have been would have liked. Since the platform and weight being more successful applied was square, it meant the weight was not completly supported by the entire structure, leading to 2. Looking at the collapsed model, we can see that its sagging. If the design had been square, or had at least major point of weakness was at the three corners. the had support at each four corners it may have been structure seems to have sheered and folded in on itself more successful due to the glue breaking. In hindsight, if the corner connections were built into each other, or interlocked, 2. Looking at the collapsed model, we can see that its this would have strengthened the structure. In this major point of weakness was at the three corners. the case, the corners were only glued together, thus the structure seems to have sheered and folded in on itself glue gave way once enough weight was applied. due to the glue breaking. In hindsight, if the corner connections were built into each other, or interlocked, 3. The centre supports also broke once enough this would have strengthened the structure. In this weight was applied. In particular, the central column case, the corners were only glued together, thus the of the triangle snapped. As it was only a single sate glue gave way once enough weight was applied. stick in the middle, possible a bound bundle or sticks would have provided the support necessary. Also 3. The centre supports also broke once enough furthur bracing on the inside of the triangle would have weight was applied. In particular, the central column helped distribute the weight loads to the corners of the of the triangle snapped. As it was only a single sate structure. stick in the middle, possible a bound bundle or sticks would have provided the support necessary. Also furthur bracing on the inside of the triangle would have helped distribute the weight loads to the corners of the structure.

Melanie Ting, Callan King, Dave Mason and Ryan Bate

1.1 Horizontal Support

1.1

HORIZONTAL SUPPORT

Development: For the development phase we decided to create a tensile structure out of string and sate sticks. We aimed to create a structure by crossing the sate sticks and have triangular tensile elements to hold the sticks together.

Construction: String was tied on each ends of the sate sticks with notches to keep the string in place. The sate sticks were crossed along each other to give that added support . Then the string was pulled tightly to keep the structure rigid and strong. Horizontal tensile elements pulled the three sate stick edges together while vertical elements held the bottom and top sate stick edges in place. .

Observations: Through this experiment there are multiple things we realised: 1. The inaccuracy of the tensile string was creating bends within the sate sticks giving in to load forces applied from above 2. When the horizontal tensile elements were pulled tightly, the vertical tensile elements started to loosen creating less structural support than needed.

3. With the given unreliability of the dierent tensile elements the sate sticks started to give in and started to bend, which would be avoided with accurate tensile elements.

Melanie Ting, Callun King, Dave Mason and Ryan Bate

1.1

HORIZONTAL SUPPORT DEVELOPMENT: Through study of various precedents, we based our design around the use of various overlapping and repetitive elements in order to create a paper structure that would support a load best through the most vertical and direct load path through it, not relying on any horizontal support, purely vertical compression.

1.1 HORIZONTAL SUPPORT

CONSTRUCTION: Using two layers of A3 paper, we folded each evenly across the long side in sections until it was eventually one thin rectangular section longways. With that, we then folded it into four even sections in alternating directions to form zig-zagging components. By repeating these elements multiple times and simple overlaying them over each other, we were able to form an overall outer ring in order to maintain shape and resist any outwards forces. In order to further reinforce the structure, the same elements were attached within the centre of the ring.

ms. It supported a total of 75kg before failure.

500. This means it can support 2,500 times its to the separation of the mltiple folds that comsimply fanned out under the extreme pressure of

evented with tighter sealing of the folds of the ng’ out of shape, as was evident in the failed

shape and overall pattern of the structure could oss the entire structure.

Development: Through study of various precedents, we based our design around the use of various

Result: The completed structure weighed 30 grams. It supported a total of 75kg before failure.

1.1

HORIZONTAL SUPPORT

RESULT: The completed structure weighed 30 grams. It supported a total of 75kg before failure. This gave the structure an efficiency of 2,500. This means it can support 2,500 times its own weight. It’s eventual failure was due to the separation of the mltiple folds that comprised the structure of each spine. They simply fanned out under the extreme pressure on the load.

OBSERVATIONS: 1. The failure could have been further prevented with tighter sealing of the folds of the structure to prevent it spreading or ‘fanning’ out of shape, as was evident in the failed model.

2. More careful thought as to the layout, shape and overall pattern of the structure could have supported the load more evenly across the entire structure.

1.2_

VERTICAL STABILITY

1.2

VERTICAL STABILITY DEVELOPMENT: We based our design around the use of various intersecting pre-constructed components in order to create a vertical structure that would support a load through a central core comprised of rotating layers, supported by an expanded base structure.

CONSTRUCTION: Base structure: - 3 cards are pressed together to form a triangular shape, and joined at each intersection by paperclips.

- 4 of these triangular components are then joined together at two corner points with paper clips, and then tied around the outer corners with string to create a larger, four-cornered component with a central core within these 4 smaller, connected components.

- By joining 4 of these larger components in a similar manner, we were able to form a base stucture that was simply a larger scale construction of its components.

Vertical structure: - Stacking of smallest triangular strucutral components in a series of rotating layers - Partially cutting each component along the bottom edge to slot them on top of each other in a rotating pattern.

RESULT: The resultant structure was 58 cm (9 layers of cards) in height with a base diameter of 30 cm.

1.2

VERTICAL STABILITY

RESULT: The resultant structure was 58 cm (9 layers of cards) in height with a base diameter of 30 cm.

OBSERVATIONS: - A wider base diameter seemed to correlate to a more stable vertical structure - Failure occurred at the thinnest area of the vertical structure, whereas the reinforced base was showing no indication of failure - Longer time and material allowance could have resulted in a more stable and larger scale structure

1.3_

HORIZONTAL SPAN

1.3

HORIZONTAL SPAN

CONSTRUCTION: The construction is comprised of 2 towers with cross bracing and reinforced vertical members with fishing wire weaved through the towers and platfrom to create a tensile structure. The fishing wired was threaded through the towers and below the platform to create counter tensile elements.

1.3

HORIZONTAL SPAN

RESULT: The result was a bridge that relied on a counterbalance for its support. When loads were applied to the platform the tensile wire would compress and tense as required and would hold the towers in place and there fore support the load.

OBSERVATIONS: - If more time was allowed, a better platform structure could have been made and a more accurate test of the structural elements could have happened.

- Failure was mainly due to the thin platform with tensile elements blocking the paper weights to be placed.

- With more time and material, tensile elements could have been placed in a better location within the structure.

1.3

HORIZONTAL SPAN

DEVELOPMENT: We based our design on bracing that would push against the two tables it was placed on. We wanted to create a bracing system that would support the platform from below allowing clear span on top.

CONSTRUCTION: - A platform was made by gluing sate sticks together horizontally - Bracing was made with diagonal members glued to a frame

1.3

HORIZONTAL SPAN

RESULT: The result was a structure that pushed against the tables with diagonal bracing that absorbed the loads supporting a maximum of 10kg. Load paths ran from the platform throught the bracing and then to the vertical member.

The platform failed only due to insufficient material on the anchor points to the left and right of the structure.

OBSERVATIONS: - If more time was allowed, reinforcing the extended platform elements would have resulted in success.

- Failure was due to the platform bending and not being able to anchor onto the tables.

1.3

HORIZONTAL SPAN

DEVELOPMENT: We based our design around the idea that paper tubes could be rolled tight enough and strung tightly together, that the load would evenly distrubute resulting in a structurally sound structure.

CONSTRUCTION: A3 paper was rolled tightly into tubes and bound with strips of paper.

1.3

HORIZONTAL SPAN

RESULT: The resultant structure was 3 tubes bound in the middle and on the edges that could hold a maximum of 10kg without failing.

OBSERVATIONS: With more time, more tubes could have been made to evenly distribute the loads along the tubes creating better support for the loads.

Also some sort of bracing element for the middle section would have stabalized it further.w