INNOVATIVE ARCHITECTURAL FORMS ACHIEVEMENT OF MACHINE CONSTRUCTION. Glasgow Riverside Museum of Transport ZAHA HADID ARCHITECTS
Glasgow, United Kingdom 2004 – 2011 Glasgow City Council Built 11,000m2 Exhibition Area: 7,000m² Site Area: 22,400m² Footprint Area: 7,800m²
The museum, a sectional extrusion open at both ends, its outline encapsulating a wave or pleat, flows from city to waterfront, symbolizing dynamic relationship between Glasgow and the ship-building, seafaring and industrial legacy of the river Clyde. Clear glass facades allow light to flood through the main exhibition space.
The construction and the setup of this steel structure is the biggest achievement of Machine in contemporary England. Each element of the steel structure is different in shape, size, geometry etc., so the interest of the construction was focussed on the steel roof structure. The steel structure of windows, is a part of the whole building structure, receiving part of the structure’s weight. On this structure were leaned on the scaffoldings, during the time of construction. The architectural design demanded the lining of the structure, from outside with pre-rusted sheets of titanium zinc, and from inside with plasterboard.
Construction details
Section of the building 1. 2. 3. 4. 5.
exhibition area kitchen exhibition area 1st floor facilities electromechanical systems
Ktirio, architectural magazine, 1-2012, Greece. www. ktirio. gr
The roof before the coating of the metal skeleton with plasterboard
During the construction of the roof , below the vertical metallic cylinders, could be screwed the skeleton of the roof.
The metallic skeleton of the glass facade has a double use. Supports the window faรงade, but also supports the structure of the whole building, taking part of the weight of the roof.
The roof during the coating of the metal skeleton with plasterboard. Plasterboard was posted on a special skeleton.
COPPER APPLICATIONS IN ARCHITECTURE COPPER CLADDING
VICAR THEATER,ALMERIA,SPAIN CARBAJAL + SOLINAS VORD ARCHITECTOS
JEWISH CENTER , MUNICH, GERMANY Architect. WONDER , HOEFER LORCH
JEWISH CENTER , MUNICH, GERMANY details Architect. WONDER , HOEFER LORCH
KUMMU ART MUSEUM TALLIN ESTONIA VAPAAVUARI ARCHITECTS
THE UNICORN THEATER, LONDON KATH WILLIAMS ARCHITECTS
PETER HARISSON PLANITARIUM, GREENWICH ALLIES AND MORISSON ARCHITECTS
SALVABARD SCIENCE CENTER , SPITZBORGEN,NORWAY JARMUD/VIGSNAES AS ARCHITECTS
VICAR THEATER,ALMERIA,SPAIN CARBAJAL + SOLINAS VORD ARCHITECTOS
WWW.Copper
in Architecture Awards
COPPER CHARACTERISTICS When exposed, external copper copper oxide. Cuprite is formed initially which gives a progressively darker brown�black appearance. Then different basic copper sulphates and chlorides make the surface green. The make-up of patina depends on prevailing environmental conditions, in particular determining concentrations of sulphur dioxide and sodium chloride. In marine environments, the formation of basic copper chlorides turn the copper surface more blue. Despite these green/blue surfaces, the inner layer remains predominantly black�brownish cup rite. In the absence of air-borne pollution and away from the coast, the patina will stay brownish in colour. The patina adheres strongly to the surface and acts as an efficient barrier significantly reducing the corrosion rate of the underlying copper metal. With copper surfaces that have patinated over 100 of years, the underlying metal has still not oxidised: this would not be the case if easily soluble corrosion products such as copper salts were present. Generally it is not needed protection against corrosion when copper comes in touch with lead (Pb),tin(Sn),or stainless steel, but it is needed special protection when copper comes in touch with aluminum or zinc. The protection is made usually by special painting, or with the use of special coating sheets compatible with both of them and resistant to aging, such as sheets of asphalt, tar, fiberglass, etc. The rain water must not come in touch with the copper on the façade, so special care has to be taken. For example in a bended roof of 8,5 m
ARCHITECTURAL DETAILS
Detail for copper roof top. The rain water must not come in touch with copper sheets of the faรงade.
Links to support on roofing with copper foils.
Roof top with copper sheet, with folded tips
Support of composite shield with folded tips
DIVERSITY WITH STEEL STRUCTURE FRAMES AND ALUMINUM CLADDING ΑΟΝΙ Mineral Water Plant
Architects: Bebin & Saxton – Daniel Bebin y Tomás Saxton Location: Punta Arenas, XII Región, Chile Structural Engineer: Samuel Marín Concept Consultant: Pablo Prieto Client: Patagonia Mineral S.A. – Agua Mineral Aonni Materials: Steel, Glass, Corrugated Aluminium, Timber Site Area: 5,000 sqm Constructed Area: 640 sqm Project Year: 2007‐2008 Construction Year: 2008
A building with Steel structure, resistant materials being part of Patagonia’s modern history, capable to tolerate the extreme climatic conditions, flexible, economic and with low cost. Nevertheless a very interesting result with the DETACHMENT being the main characteristic of this project. We can notice disunity, a separation of what was linked before, the surrounding elements live in constant alteration. This detachment produces cracks, isolations, torsions, new tensions. The glaciers detach from the massive ice fields, the trees get inclined by winds, the islands live separated from the land surrounded by water, and the geography is the result of energic erosions. Therefore, the project is generated from the interactions of natural environment forces, revealing the elements detachment. The project also makes use of the natural elements as vital energy expressing particular characteristics of a territory. Sustainable design principles as natural lighting, high internal gains and a good daylight factor can be recognized in the project. Furthermore, the structure can be reutilized, guarantying a long life cycle for the materials used in this building. We can also notice The Water in their different phases harvesting one of them: the iced water produce a unique single structure, recognized in that specific location. These forms are materialized on the large glass areas of the windows and the shape of the floors. (Arch daily magazine)
STRUCTURE
SITE PLAN
INNER FILLING STRUCTURAL DETAILS
INTERIORS
SECTIONS
DIVERSITY AND COLOR IN FACADES WITH ALUMINUM SLAΒS
THE ALUMINUM CLADDING STUDIO RESEARCH UNIVERSITY OF GRONINGEN, THE NETHERLANDS ARCHITECTS UN STUDIO CONSTRUCTION ABT HOLLAND
The facade is constructed from flat, vertical aluminium slabs, which, in places, are twisted outwards in bowed forms. Tall, vertical undulations are generated, which present an open or a closed aspect depending on the angle under which they are viewed. On the lower level the colour yellow is used, which gradually changes to green towards the top of the building, in order to reflect the colour of the public garden being opposite of the building. In the interior, two internal vertical voids allow daylight to enter the interior functioning as a form of internal facade. The two voids have the geometry of asymmetrical truncated cones which mirror each other vertically. Shared walkways surround these internal voids, creating a clear organisation whereby dark corridor systems can be avoided. On the ground floor, where daylight is at its lowest, yellow is used. Per floor this colour then deepens through to orange and finally to red on the uppermost level.
The aluminum slabs
the two voids 窶田ones
the two voids 窶田ones
Details
VERTICAL SECTION 1. aluminum shield 2. profile support 3. vapor barrier 6. insulation layer 7.prefabricated concrete 10.glass panel 4,5,9, support element
HORIZONTAL SECTION
FIRE PROTECTION Off-Site Fire Protection Off-site fire protection, usually using solvent-based thin film in tumescent coatings, is increasingly used in the UK. This is particularly the case in buildings requiring 30, 60 and 90 minutes fire resistance, on sites with restricted access or where speed of construction is of considerable importance. The process offers a number of specific advantages: • Quicker construction time. • Removing a major trade off the construction path. • Simplifying the installation of services. • Ensuring high standards of finish, quality and reliability. • Eliminating site access and weather problems. • Removing the need to segregate or quarantine areas for fire protection application. Off-site fire protection has developed considerably since it originally began to be used on a large scale in the mid 1990’s. By 2003 it was estimated to command 15% market share in new build multi-storey construction. Off-site intumescent coatings are applied manually in large, heated sheds with good air movement. Inherent Fire Resistance Standard fire tests have shown that structural members that are not fully exposed to fire can exhibit ubstantial levels of inherent fire resistance without applied fire protection. Methods have been developed which use this effect to achieve 30 and 60 minutes fire resistance. Where longer periods are called for, this can be achieved by applying protection to the exposed steelwork only. Block-infilled columns can achieve 30 minutes fire resistance by the use of autoclaved, aerated blocks cemented between the flanges and tied to the web of rolled sections. Block-filled column providing 30 minutes fire resistance Web-infilled columns achieve 60 minutes fire resistance where normal weight, poured concrete is fixed between column flanges by shear connectors attached to the web. The concrete is retained by a web stiffener fixed at the bottom of the connection zone. Shelf angle floor beams use angles attached to the web to support a precast floor slab. The level of insulation provided increases as the angle is moved down the web and it is possible, particularly in lightly-loaded beams to achieve 60 minutes fire resistance without additional protection.
Shelf angle floor beam The most widely used of the partial protection systems is Slimdek which uses an asymmetric beam to support a deep metal deck on the bottom flange. The beam is effectively built into the floor and this provides up to 60 minutes fire resistance. Slimdek Hollow sections can achieve up to 120 minutes fire resistance without fire protection by filling with concrete and using some reinforcement. Filling with concrete alone can also create a sufficient heat sink that allows significant reductions in in tumescent coating thickness when using externally applied protection. A number of buildings have made use of these methods to achieve 60 minutes fire resistance without applied protection. A case study, the Technology Partnership Development, is included amongst the chapter references. Cardington Fire Tests and Design Guidance Between 1994 and 2003, a series of seven fire tests were carried out on an eight storey steel framed composite metal deck building at the Building Research Establishment facility at Cardington. The purpose of the tests was to validate the experience of previous actual fires in similar buildings during which no collapse had taken place. The object was to identify that frames of this type had significantly greater reserves of strength than is indicated by tests on individual elements, the usual source of information on structural performance. In the tests, columns were protected but beams were not. In spite of atmosphere and steel temperatures of over 1200ยบC and 1100ยบC respectively, no collapse took place. It was determined that, as the unprotected steel beams lost much of their load carrying capacity in the fire, the composite slab was utilised at its ultimate capacity in spanning between the adjacent cooler members. This behaviour commences as a "compressive membrane" or arching effect, and with increasing displacements, the slab adopts a catenary behaviour as a "tensile membrane" with the loads being carried in the reinforcement which then became the critical element of the floor construction. The BRE devised a simple structural model which combines the residual strength of steel composite beams with the slab strength calculated using a combined yield line and membrane action model designed to take into account the enhancement to slab strength from tensile membrane action. The Steel Construction Institute has developed this model into a series of tables which have been
published as a design guide. Use of these tables allows designers to leave large numbers of secondary beams unprotected in buildings requiring 30 and 60 minutes fire resistance although some compensating features such as increased mesh size and density may be required. Project "Time" showing unprotected secondary beams in composite metal deck construction Codes of Practice The most widely used design code for steel in fire in the UK is BS 5950-8. First published in 1990 and revised in 2003, this document brings together generic information on methods of achieving fire resistance for structural steelwork. The development of the Euro codes will see the introduction of three standards to take the place of BS 5950-8. Although these will be common standards throughout Western Europe, they will contain nationally determined values for critical parameters. These will be varied in different countries and will be contained in National Annexes. They are to be: EC1 Part 1.2 (EN 1991-1-2): This document outlines methods of calculation of heating rates and exposure to fire. It was published in late 2002 and it is expected that the National Annex will be completed in 2004. EC3 Part 1.2 (EN 1993-1-2): A formal vote took place in 2003. The National Annex is expected to become available in 2004. It covers design of non-composite structural steelwork in fire. EC4 Part 1.2 (EN 1994-1-2): A formal vote took place in 2003. The National Annex is expected to become available in 2004. It covers design of composite structural steelwork in fire. 8 Reinstatement of Fire Damaged Structures All materials weaken with increasing temperature and steel is no exception. A modern Grade S275 hot rolled structural steel section, subjected to fire conditions that raise its temperature over 600ยบC, may suffer some deterioration in residual properties on cooling. For yield stress or tensile strength however, any residual loss is unlikely to be greater than 10%. Higher strength steels, such as S355 may suffer greater proportional losses in properties if heated above 600ยบC. This is because such steels obtain their characteristics by the addition of strengthening elements. At high temperatures, these tend to precipitate out of the matrix creating a coarse distribution. At 600ยบC, the yield strength of steel is equal to about 40% of its room temperature value. It follows therefore
that any steel still remaining straight after the fire and which has been carrying an appreciable load, was probably not heated beyond 600ºC, will not have undergone any metallurgical changes and will probably be fit for re-use. Nevertheless, it is recommended that hardness tests are always carried out and, for high strength steels, additional tensile test coupons should be taken from the fire affected zone. Bolts should always be replaced if they show any sign of having been heated (e.g. blistering paint or a smooth grey scaled surface). Special care should also be taken to inspect connections for cracking of welds, end plate damage, bolt failure etc. A number of bolts should be removed for inspection. Similar care should be taken when inspecting foundations. The references for this chapter include one that gives full details of the precautions outlined. Single Storey Buildings in Fire In the UK, roofs and elements supporting only a roof are exempted from the list of elements of structure requiring verification in the fire limit state. Consequently, single storey buildings do not normally require fire protection. Exceptions may occur where the structural elements: • form part of a separating wall, • support a compartment wall or the enclosing structure of a protected zone, • support an external wall which must retain stability to prevent fire spread to adjacent buildings (i.e. a boundary condition), • support a gallery or a roof which also performs the function of a floor (e.g. a car park or means of escape). The most frequent of these four scenarios in which fire protection is required is the boundary condition. In this situation, it is widely accepted that it is sufficient for only the stanchions supporting the walls designated as forming the boundary to be fire protected. The rafters may be left unprotected but the stanchion base must be designed to resist the overturning moments and forces caused by rafter collapse in fire. The method of calculation used to derive the horizontal forces and moments caused by rafter collapse is given in the Steel Construction Institute publication Single Storey Steel Framed Buildings in Fire Boundary Conditions. [Note: This succeeds a previous publication Portal Frames in Boundary Conditions.] This document also outlines what are considered reasonable approaches where the building incorporates internal two-storey parts, compartmentation and lean-to structures.
Single Storey Steel Framed Buildings in Fire Boundary Conditions Use of Sprinklers Provision of active fire protection systems is mandatory in most buildings over 30 metres in height in England, Wales and Northern Ireland. Some other types of building, in particular large retail buildings, may also require sprinklers in addition to passive fire protection. Because the Building Regulations exist to protect life rather than property, sprinkler systems deemed to be mandatory or which are installed to take advantage of relaxations in other requirements must be life safety systems and as such require significant additional safety features over those required purely for property protection. These are outlined in BS 5306-2. The situations where relaxations in structural fire resistance requirements are allowed when a life safety sprinkler system is installed are given in the table above. Other relaxations possible in multi-storey buildings where life safety sprinklers are installed include increases in floor area for some occupancies and reductions in the number of fire fighting shafts (if required). Reductions in insurance premiums are also possible when sprinklers are installed, although competitive pressures in the insurance industry in recent years have meant that this is may not necessarily reflect the full benefits. In practice, a very limited number of situations exist in the UK where it is possible to make the available tradeoffs cost effective against the costs of a life safety sprinkler system. It does occur however and good examples are given in British Automatic Sprinkler Association Publications. Considerable benefit can be gained from sprinkler protection systems when carrying out a fire engineering assessment, particularly in situations where they are mandatory. In such cases, the sprinklers can often be shown to compensate for reductions in fire precautions elsewhere and become the bedrock of the case for demonstrating compliance with the requirements of the regulations (see the examples in this chapter).
LIGHTENED MARBLES
MARBLES are large colored moulded shapes which interact with people via sound, light and color. Each MARBLE contains interactive technologies that instinctively respond to human proximity or touch, triggering changes of color and sound. MARBLES are also able to multiply these interactions between themselves, communicating with each other. As dusk falls in the park, it appears to be interacting with more than just those who are passing by. MARBLES transforms the landscape into an interactive environment of light and play. Large, strong molded shapes in waterproof casing including LEDs, sensor technology, sound speakers and other media. Uses only 15 Watt. Client: First permanent version for the City of Almere, the Netherlands. Commissioned by Ymere.
INNOVATIVE GLASS APPLICATION IN ARCHITECTURE. THE NEW ACROPOLIS MUSEUM
Š Courtesy of Bernard Tschumi Architectsarchdaily.com
http://www.dezeen.com/2009/04/10/new-acropolis-museum-by-bernard-tschumiarchitects/
www.dezeen.com
www.dezeen.com Glass is a basic element in the plans of Bernard Tschumi in the Acropolis Museum. It is used pure glass with low content in iron in order to avoid green galvanizing color of glass. Glass is used also on floors, made by thick thermally toughened laminated glass highly resistant to human loads, and in glass balustrades. The glass walls in the Archaic Room, double heighted, are made by double glasses thermally insulated, with an inner
invisible coating, which absorbs the UVA radiation, and reduces the heat inside the halls. This glass structure is supported on glass elements in a height of 9 m, placed in the interior space, for aesthetic reasons, but also in order to manipulate the natural lighting. So ,on directions where sun can enter in the hall during the winter, when the sun is lower, the supporting glass is black ,in order to protect the hall from the direct sun light .On north facades , glass support is pure and colorless. The glasses are supported on the glass supporters with small sized aluminum sections, which are placed at the edges of the glass. It is used the system Vario of Eckelt company. In the Acropolis Museum there rest materials that were used, are simple pure elements as reinforced concrete, steel and marbles. DETAILS
DETAIL OF A TYPICAL GLASS FLOOR Stainless steel brush Grey color silicone KTIRIO magazine/9/2009 / file Hugh Dutton
DETAIL OF GLASS BALUSTER Sections of stainless steel KTIRIO magazine/9/2009 / file Hugh Dutton
NORTH ELEVATION, VERTICAL SECTION KTIRIO magazine/9/2009 / file Hugh Dutton
NORTH ELEVATION, LEVEL 1,2 / SUSPENSION VERTICAL SECTION KTIRIO magazine/9/2009 / file Hugh Dutton
TYPICAL SECTION OF DOUBLE GLAZING IN THE PARTHENON HALL THE AIR VENTILATION IS APPARENT KTIRIO magazine/9/2009 / file Hugh Dutton