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Full List of ContentCase Study: Luxembourg Chamber of Commerce's Exposed Steel Case Study: 19 Storey Residential Building at Deansgate, Manchester, UK Case study: Airforge building, Pamiers, France Case Study: Apartments for Social Housing in Rheims, France Case Study: Bilbao Exhibition Centre, Spain Case Study: City Gate, Dsseldorf, Germany Case Study: Constantin's Family House, Ploiesti, Romania Case study: ELUZ Building in Croissy-Beaubourg, France Case Study: Energy-Efficient House in Finland Case Study: Fire Engineering of "Las Caas" Shopping Centre, Viana, Spain Case Study: Fire engineering of Airbus halls, Toulouse, France Case Study: Fire Engineering of Indoor Football Arena, Finland Case Study: Fire Engineering of office building AOB, Luxembourg Case Study: Fire Engineering of Terminal 2F, Charles de Gaulle airport, Paris Case Study: ING Headquarters, Amsterdam Case study: Isozaki Atea, Bilbao, Spain Case Study: Kista Science Tower, Stockholm Case Study: Kln Arena, Germany Case Study: Le Sequana Case Study: New Air Cargo Hub for DHL at Nottingham East Midlands Airport, UK Case study: Office building - 7 place d'Ina, Paris Case Study: Office Building, Palestra, London Case Study: Raines Court, London, UK Case Study: Rembrandt Tower, Amsterdam, Netherlands Case Study: Residential Building, Fulham, UK Case Study: Residential Building, SMART House, Rotterdam, Netherlands Case study: Sheraton hotel, Bilbao, Spain Case Study: Shopping Centre CACTUS, Esch/Alzette, Luxembourg Case study: The Arabianranta Project, Helsinki, Finland Case study: The OpenHouse System, Sweden Case Study: Typical low rise office building in Luxembourg Client Guide for Single Storey Buildings Client guide on the key issues for structural fire resistance Client Guide: Value from Steel Construction for Commercial Buildings Client guide: The benefits of steel for residential construction Code commentary: Collection No. 1 Code commentary: EN 1994-1-2 4.3.5 Simple calculation method for composite columns

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Code commentary: Tangent modulus for concrete at elevated temperature Data: Buckling factors at elevated temperature Data: Classification of sections at elevated temperature Data: Critical temperatures for the design fire resistance of steel beams and members in tension Data: Limiting compressive stresses for the design fire resistance of steel columns Data: Nominal temperature-time curves Data: Nomogram for protected members Data: Nomogram for unprotected members Data: Properties of fire compartment lining materials Data: Reduction factors for mechanical properties of carbon steel at elevated temperature Data: Section classification tables for European hot rolled beam profiles (IPE and HE profiles) Design of composite columns Example: Bolted connection of an angle brace in tension to a gusset plate Example: Bolted connection of an angle brace in tension to a gusset plate (GB) Example: Buckling resistance of a pinned column with intermediate restraints Example: Buckling resistance of a pinned column with intermediate restraints (GB) Example: Calculation of alpha-cr Example: Calculation of effective section properties for a cold-formed lipped channel section in bending Example: Calculation of effective section properties for a cold-formed lipped channel section in compression Example: Choosing a steel sub-grade Example: Column base connection under axial compression Example: Column base connection under axial compression (GB) Example: Column splice - non-bearing splice Example: Composite floor slab Example: Continuous column in a multi-storey building using a UKC section (GB) Example: Continuous column in a multi-storey building using an H-section or RHS Example: Design and serviceability limit state check of a cold-formed steel member in bending Example: Design of a cold-formed steel lipped channel wall stud in compression Example: Design of a cold-formed steel lipped channel wall stud in compression and bending Example: Design of a cold-formed steel lipped channel wall stud in tension Example: Design resistance of a screwed connection of cold-formed members Example: Determination of loads on a building envelope Example: Elastic analysis of a single bay portal frame Example: Elastic analysis of a single bay portal frame (GB) Example: Elastic design of a single bay portal frame made of fabricated profiles Example: End plate beam-to-column-flange simple connection Example: End plate beam-to-column-flange simple connection (GB) Example: Fin plate beam-to-column-flange connection Example: Fin plate beam-to-column-flange connection (GB) Example: Fire design of a protected HEB section column exposed to the parametric fire curve Example: Fire design of a protected HEB section column exposed to the standard temperature time curve Example: Fire design of a protected unrestrained HEA section beam exposed to the standard temperature time curve Example: Fire design of an unprotected beam using graphs Example: Fire design of an unprotected IPE section beam exposed to the standard time temperature curve Example: Fire design of protected IPE section beam exposed to parametric fire curve Example: Fire design of unprotected HEB section column exposed to the standard temperature time curve Example: Fire engineering a composite SHS column


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Example: Fire resistance of a composite slab to EN 1994-1-2 Example: Fire resistance of a partially encased composite column Example: Fire resistance of a partially encased composite steel beam Example: Fire resistance of a welded box section Example: Parametric fire curve for a fire compartment Example: Pinned column using non slender H-section or RHS Example: Pinned column using non slender UKC section (GB) Example: Portal frame - eaves moment connection Example: Simply supported beam with intermediate lateral restraints Example: Simply supported beam with intermediate lateral restraints (GB) Example: Simply supported beam with lateral restraint at load application point Example: Simply supported beam with lateral restraint at load application point (GB) Example: Simply supported IPE profile purlin Example: Simply supported laterally unrestrained beam Example: Simply supported laterally unrestrained beam (GB) Example: Simply supported primary composite beam Example: Simply supported primary composite beam (GB) Example: Simply supported secondary composite beam Example: Simply supported secondary composite beam (GB) Example: Single span truss and post frame for a low pitch roof using battened section chords Example: Sway stability Example: Truss/post end connection Example: Truss/post end connection (GB) Example: Tying and the avoidance of disproportionate collapse Example: Unrestrained beam with end moments Example: Unrestrained beam with end moments (GB) Flow chart : Design of a column base under axial load Flow chart: Buckling verification of non-uniform members in portal frames Flow chart: Calculation of effective section properties for cold-formed steel lipped channel sections under compression or bending Flow Chart: Choosing a steel sub-grade Flow chart: Design and serviceability limit state check of a cold-formed steel member in bending Flow Chart: Design model for non-bearing column splices Flow chart: Design model for welded joints in trusses using structural hollow sections Flow chart: Design of a cold-formed steel lipped channel member in tension Flow chart: Design of a cold-formed steel member in compression Flow chart: Design of a cold-formed steel wall stud in combined compression and uniaxial bending Flow chart: Design of a non-composite beam under uniform loading - detailed procedure Flow chart: Design of a simply supported composite beam - Common cases Flow chart: Design of a wind transverse girder Flow chart: Design of chord splice in structural hollow sections Flow Chart: Design of non-composite columns Flow chart: Design of tapering elements in presence of plastic hinge (haunches) Flow chart: Design resistance of screwed connections of cold-formed members Flow chart: Elastic analysis of a portal frame Flow chart: Element (rafter or column) design in presence of plastic hinge (uniform section) Flow chart: Element elastic design, uniform sections (rafter or column) Flow Chart: Evaluation of wind loads


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Flow Chart: Evaluation of wind loads (single-storey buildings) Flow Chart: Fin plate connection Flow chart: Fire resistance of a beam in bending Flow chart: Fire resistance of a column in combined axial compression and bending Flow chart: Fire resistance of a composite slab Flow chart: Fixed column bases Flow chart: Floor slab design Flow chart: Frame analysis Flow Chart: Governing combination of actions Flow chart: Pinned column base connection in portal frames Flow chart: Plastic analysis of a portal frame Flow chart: Portal frame apex connection Flow chart: Portal frame eaves connection Flow Chart: Simple end plate connection Flow Chart: Simple method for the design of non-composite beams and cantilevers Flow Chart: Simple method for the design of no-sway braced frames Flow chart: Simplified model for thermal actions in a localised fire Flow chart: Simplified model for thermal actions in compartment fire Flow chart: Steel temperature development for insulated steel members Flow chart: Steel temperature development for unprotected steel members Flow chart: Thermal actions for temperature analysis Flowchart : Vertical bracing design Flowchart: Design of a simply supported composite beam - Details Interactive Example: Buckling resistance of a pinned column with intermediate restraints Interactive Example: Column base connection under axial compression Interactive Example: Column splice - non-bearing splice Interactive Example: Continuous column in a multi-storey building using an H-section or RHS Interactive Example: Pinned column using non slender H-section or RHS Interactive Example: Simply supported beam with intermediate lateral restraints Interactive Example: Simply supported beam with lateral restraint at load application point Interactive Example: Simply supported laterally unrestrained beam Interactive Example: Simply supported primary composite beam Interactive Example: Simply supported secondary composite beam Interactive Example: Unrestrained beam with end moments Interactive Worked Examples NCCI: Vertical and horizontal deflection limits for multi-storey buildings NCCI: "Simple Construction" - concept and typical frame arrangements NCCI: Bearing column splices NCCI: Buckling lengths of columns: rigorous approach NCCI: Calculation of alpha-cr NCCI: Column base stiffness for global analysis NCCI: Column splices not requiring full continuity of stiffness NCCI: Critical axial load for torsional and flexural torsional buckling modes NCCI: Design model for non-bearing column splices NCCI: Design model for simple column bases- axially loaded I section columns NCCI: Design model for welded joints in trusses using structural hollow sections NCCI: Design models for splices in structural hollow sections NCCI: Design of a notched section at the end of a beam


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NCCI: Design of fixed column base joints NCCI: Design of out of plane and transverse restraint systems for portal frames NCCI: Design of portal frame apex connections NCCI: Design of portal frame eaves connections NCCI: Design of roof trusses NCCI: Design of simple column bases with shear nibs NCCI: Design rules for web openings in beams NCCI: Determination of moments on columns in simple construction NCCI: Determination of non-dimensional slenderness of I and H sections NCCI: Effective lengths and destabilizing load parameters for beams and cantilevers - common cases NCCI: Effective lengths of columns and truss elements in truss portal frame construction NCCI: Elastic critical moment for lateral torsional buckling NCCI: Elastic critical moment of cantilevers NCCI: General method for out-of-plane buckling in portal frames NCCI: Initial Design of Composite Beams NCCI: Initial Design of Composite Beams (GB) NCCI: Initial Design of non Composite Beams NCCI: Initial Design of non Composite Beams (GB) NCCI: Initial sizing of fin plate connections. NCCI: Initial sizing of non-bearing column splices NCCI: Initial sizing of simple end plate connections. NCCI: Initial sizing of vertical bracing for a multi-storey building for design as a braced, non-sway frame NCCI: Modelling of portal frames - elastic analysis NCCI: Mono-symmetrical uniform members under bending and axial compression NCCI: Practical analytical models for portal frames (plastic analysis) NCCI: Practical deflection limits for single storey buildings NCCI: Shear resistance of a fin plate connection NCCI: Shear resistance of a simple end plate connection NCCI: Simple methods for second order effects in portal frames NCCI: Simplified approaches to the selection of equivalent horizontal forces for the global analysis of braced and unbraced frames NCCI: Sizing guidance - non-composite columns (H sections) NCCI: Sizing guidance - non-composite columns-UC sections (GB) NCCI: Torsion NCCI: Tying resistance of a fin plate connection NCCI: Tying resistance of a simple end plate connection NCCI: Verification of columns in simple construction - a simplified interaction criterion (GB) NCCI: Vibrations Scheme Development: Procurement of design services for light steel residential structures Scheme development: Accommodation of services in residential construction with light steel structures Scheme development: Acoustic performance in residential construction with light steel framing Scheme development: Board fire protection Scheme development: Checklist for fire design of multi-storey apartments Scheme development: Checklist for fire design of multi-storey office buildings Scheme development: Checklist for fire design of single occupancy houses Scheme development: Checklist for fire design of single-storey buildings Scheme Development: Composite beams and columns exposed to fire Scheme development: Composite floors exposed to fire


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Scheme Development: Composite slabs for multi-storey buildings for commercial and residential use Scheme Development: Conceptual design of truss and column solutions Scheme development: Concrete filled tubular members exposed to fire Scheme Development: Coordination of structural and architectural design for multi-storey buildings with steel frames Scheme Development: Corrosion of steel structures Scheme Development: Design of portal frames using fabricated welded sections Scheme Development: Details for portal frames using rolled sections Scheme development: Ensuring fire safety Scheme development: Fire resistance of light steel in residential structures Scheme Development: Fire safety strategy for multi-storey buildings for commercial and residential use Scheme development: Foundations for light steel residential structures Scheme development: Fundamentals of structural fire design Scheme development: Hybrid construction with light steel and hot rolled steel for residential structures Scheme development: Initial design decisions for light steel structures Scheme Development: Integrated beams for multi-storey buildings for commercial and residential use Scheme development: Intermediate floors in light steel residential structures Scheme development: Intumescent coatings Scheme Development: Key information for clients for multi-storey buildings with steel frames Scheme Development: Location and its influence on the design of multi-storey buildings with steel frames Scheme Development: Movement joints in steel buildings Scheme Development: Overview of fire safety strategy for single-storey buildings Scheme development: Overview of structural systems for single-storey buildings Scheme Development: Overview of the servicing strategies for multi-storey office buildings Scheme Development: Overview of the sustainability of steel-framed, multi-storey buildings for commercial and residential use Scheme Development: Precast Concrete slabs for multi-storey buildings for commercial and residential use Scheme Development: Primary beams for multi-storey buildings for commercial and residential use Scheme development: Purlin structure design Scheme development: Resistance to horizontal actions in multi-storey, steel-framed, buildings Scheme development: Roofs for light steel residential structures Scheme Development: Secondary beams for multi-storey buildings for commercial and residential use Scheme development: Selection of appropriate fire engineering strategy for multi-storey commercial and apartment buildings Scheme development: Selection of appropriate fire engineering strategy for single-occupancy houses Scheme development: Selection of appropriate fire engineering strategy for single-storey buildings Scheme Development: Selection of economic framing arrangements for low and medium rise, steel and composite, buildings Scheme development: Selection of the external roof envelope system for single storey buildings Scheme development: Selection of the external wall envelope system for single storey buildings Scheme Development: Service Integration In Buildings Scheme development: Shielded members in fire Scheme Development: Slim floor systems exposed to fire Scheme development: Sprayed fire protection Scheme Development: Stressed skin diaphragm action Scheme development: Structural systems and preferred methods for procurement of light steel residential construction Scheme development: Thermal performance of residential construction with light steel framing Scheme development: Unprotected steel in fire Scheme Development: Vertical structure for multi-storey buildings for commercial and residential use


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Scheme development: Walls in light steel in residential structures Scheme Development: Web openings for services in beams in multi-storey buildings

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Case Study: Luxembourg Chamber of Commerce's Exposed Steel

Case Study: Luxembourg Chamber of Commerce's Exposed Steel SP006a-EN-EU

Case Study: Luxembourg Chamber of Commerce's Exposed SteelThe new headquarters of the Chamber of Commerce in Luxembourg expresses the use of steel in its architecture and achieves energy savings through a water cooled stainless steelfaced sinusoidal composite slab. The integrated beams have a novel suspension tie system, which increases the span capabilities to 12 m and provides for integration of services.

Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Completed building showing its fully glazed faade

Contents1. 2. 3. 4. The Achievement Building Form Water cooled slab Project Team 2 2 3 5

Page 1



1.

The Achievement20 000 m2 of new 5 storey office space, a conference centre of 8 000 m2 and 650 underground car parking spaces on 4 below ground levels. Full double-glazed ventilated faade with shading with serigraphed glass shields. Water-cooled composite slab using sinusoidal stainless steel faade, which acted as framework to the concrete slab of 300 mm depth. No temporary propping was required. Integrated IFB beams with under-tied hollow sections to create a span of 12,5 m, which is 30% larger than is possible with integrated beams. These beams are exposed usually. Fire engineering, using natural fire approach, led to a fully unprotected steel structure.. These operating conditions for the water-cooled slab are: Summer-night-time; Summer-day-time and winter. Heating and cooling is provided Diaphragm action of composite slab and stability through the lift shaft.


2.

Building Form

The new headquarters of the chamber of commerce of the Grand Duchy of Luxemburg located on the Kirchberg plateau, comprises an existing building of 5 000 m which is totally restored and 20 000 m of new office space. A conference centre of approximately 8 000 m completes this building together with 650 underground parking spaces on four levels. The total building area is 52 000 m2 including car parking. It cost 70,4 million Euros and was completed in 2003. The new buildings form a succession of four distinct wings linked together by glass footbridges as well as another building along the adjacent street. This ensemble of buildings provides flexibility in office layout. The superstructures are completely detached from the ground floor and the buildings are glazed in serigraphed sun glass shields. The floors are made of prefabricated profiled panels in stainless steel which provide a waved interior facia of the ceiling. The four and five-storey composite structure consists of hot rolled steel sections and concrete floor slabs with integrated IFB-sections and under-tied main beams. These under-tied beams have a span of 12,5 m, which is much longer than conventional application of IFB beams. The sinusoidal formed stainless steel floor panels have a height of 180 mm and act compositely with the in-situ concrete slab and are supported on the bottom plate of the integrated steel beams. Plastic pipes are placed in the slab and provide for heating and cooling in the winter and summer. Heat gain is also reduced by solar shading to the glass facade. The glass elevators contribute to the lightness of these new headquarters. The internal walls in the office space are modular steel and glass partitions. The diaphragm action of the floor slabs and vertical concrete stair and lift shafts provide the horizontal stability of the building. Only building C is braced at one side with steel Kbracings.

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The steel beams span up to 12,5 m and are stiffened by the use of tubular ties below the integrated beams, which increase the span capabilities by 30%. The ties are visually unobtrusive and are exposed below the floor. The sinusoidal stainless steel decking spans in the same direction as the main beams and is supported by secondary beams at 4 m spacing. The decking supports the weight of concrete and no propping is required during construction. The integrated beams and steel columns were assessed by a fire engineering analysis, which demonstrated that the structure will survive a natural fire, as defined in EN 1991-1-2 , without additional fire protection.


Figure 2.1

Water heating/cooling pipework laid within the floor slab

3.

Water cooled slab

The operating conditions of the water-cooled slab are in 3 cycles, as follows: Summer night time The main objective of the active thermal regulation is to cool down the slab in the summer by passing cool water during the night through plastic pipes embedded in the slab. The water circuit is reversed from 28/33C to 14/18C at 8:00 p.m. Summer daytime If the night-time cooling of floor slab does not reach the parameters fixed previously in the morning (for example, a maximum temperature of 21C), the cooling circuit keeps functioning and the water is cooled by the circuit of the absorption machines (at a temperature of 9/18C). The balance of the heating and the cooling is brought by chilled beams in the ceiling fed by the heating and cooling networks. The pre-treated air is blown through an exchanger and mixed by a venturi effect with the existing air. Page 3



Winter The floor slab is heated in the winter months by passing hot water through the pipes in the floor slab. Heating of the supply water is supplemented by heating via a heat exchanger from heat generated by solar collectors.


Figure 3.1

Stainless steel profiled decking and lighting/conditioning / air distribution units

Page 4




Figure 3.2

Solar shading to glass faade

4.Architect:

Project TeamVasconi Architects, Petit Schroeder and N Green and A Hunt RMC Consulting HT Lux

Project Team

Structural Engineers: Service Engineers: Construction Manager:

Page 5



Quality RecordRESOURCE TITLE Reference(s) ORIGINAL DOCUMENT Name Created by Technical content checked by Editorial content checked by Technical content endorsed by the following STEEL Partners: 1. UK 2. FranceCreated on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement


Company SCI SCI

Date

Mark Lawson G W Owens

G W Owens A Bureau A Olsson C Mller J Chica M Haller G W Owens

SCI CTICM SBI RWTH Labein PARE SCI

11/1/06 11/1/06 11/1/06 11/1/06 11/1/06 11/1/06 20/5/06

3. Sweden 4. Germany 5. Spain 6. Luxembourg Resource approved by Technical Coordinator TRANSLATED DOCUMENT This Translation made and checked by: Translated resource approved by:

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Case Study: 19 Storey Residential Building at Deansgate, Manchester, UK

Case Study: 19 Storey Residential Building at Deansgate, Manchester, UK SP023a-EN-EU

Case Study: 19 Storey Residential Building at Deansgate, Manchester, UKNo 1 Deansgate is the tallest residential building in the UK since the 1970s and is a 19 storey steel composite structure supported on inclined tubular columns at a podium level. The building consists of 14 upper floors of high quality apartments and 5 lower floors of commercial use. The facade is double skin glass, which allows for a thermal 'buffer zone' and retains the lightness of the design concept.


Super-structure showing fully glazed faade and inclined columns

Contents1. 2. 3. The Achievement Steel Solution Project Team 2 3 4

Page 1



1.

The Achievement14 floors consisting of 84 apartments and 2 penthouses and 5 floors of commercial use. Structure is based on 4,1 m 6,8 m column spacing so that the composite floor slab spans 4,1 m. Erection of 800 tonnes of steel in 30 weeks, or one floor every 2 weeks. Super structure is supported on inclined tubular columns at podium level. Storey-high steel transfer structure supports upper floors. Small diameter Circular Hollow Section columns along faades. Structure designed for tight dimensional tolerances. Excellent acoustic insulation was achieved by light steel supporting walls and composite slabs. Double glass faade regulates internal temperature. Structure designed by fire engineering to minimise fire protection. The building was conceived in steel in order to maximise the speed of construction and light weight of the superstructure.


Figure 1.1

Superstructure during construction

Page 2




Figure 1.2

Inclined columns at podium level

2.

Steel Solution

The upper 14 floors, typically of 60 m 17 m external plan, comprise a regular steel structure in which a 4,1 m span composite slab is supported by 6,8 m span composite beams using 103 mm UC sections that are perforated for ducts serving the internal kitchens and bathrooms. The 165 mm thick composite slab uses Ribdek 80 decking and has a 40 mm screed. A suspended ceiling, comprising two layers of 15 mm fire resisting plasterboard, enhances the inherent fire resistance of the UC sections to provide the required fire resistance and to economise on fire protection costs. At 16 m above ground level, the upper residential block is supported by a storey-high steel transfer structure to reduce the wider grid of the retail area below to the sensible residential grid. This is achieved by deep trusses supported by inclined tubular legs, which were designed to be architecturally interesting. The trusses are fabricated from UC sections. Construction Manager, MACE, and the steel fabricator developed an innovative temporary platform from which the floor beams could be erected rapidly, and safely. The platform was raised as the work progressed. Decking followed on the floors beneath and stabilised the structure. The UC sections were propped to reduce deflections. The erection of the 800 tonne steel structure took an average of one floor every two weeks, including the complex transfer structure. The columns are UC sections located within the separating walls. The smallest possible circular hollow sections are used where the columns are exposed adjacent to the glazed faade. The outer skin of glazing is suspended from the floor above and the structure was designed to tight tolerances and minimum movement. Page 3



Separating walls used double layer light steel sections with two layers of 15 mm fire resisting boards on each side with insulating quilt between to provide a high level of acoustic insulation. The mass of the floor and its fire protection achieved the required acoustic insulation for this high quality building.

3.Client: Architects:

Project TeamCrosby Homes Ian Simpson Architects MACE Martin Stockley Associates Westok Glosford

Project Team

Construction Manager: Structural Engineer: Steel Fabricator:


Page 4



Quality RecordRESOURCE TITLE Case Study: 19 Storey Residential Building at Deansgate, Manchester, UK

Reference(s) ORIGINAL DOCUMENT Name Created by Technical content checked by Editorial content checked by Technical content endorsed by the following STEEL Partners: 1. UK 2. FranceCreated on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Company SCI SCI

Date

Mark Lawson Dr Graham Owens



20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 10/6/06


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Case study: Airforge building, Pamiers, France

Case study: Airforge building, Pamiers, France SP034a-EN-EU

Case study: Airforge building, Pamiers, FranceA typical heavy industrial building, with a height of 22 m and spans of up to 23 m. The steel superstructure supports gantry girders for an overhead crane with capacity of 140 tonnes.


View of the main portal frame during erection

Contents1. 2. 3. The achievement Description Project team 2 2 4

Page 1



1.

The achievement10 500 m2 of industrial building carrying cranes with a capacity up to 140 t 5 halls of various spans: 16 m, 23 m, 22 m and 2 23 m The total length of the building is 98 m and the main hall is 22 m high 1365 tons of structural steelwork completed in 8 months

2.

Description

The project is a new plant to accommodate a big press with a capacity of 40 000 tons and associated furnaces. 1365 tons of steel were used: Plate girders: 410 t, Rolled sections: 673 t, Gantry girders: 282 t.Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Column design is governed by the need to ensure overall stability and satisfy tight horizontal deflection limits for the overhead cranes. For transverse stability, column bases were fixed, with 8 holding down bolts per column, of 52 mm diameter. Longitudinal stability is ensured by wind-bracing on each column line. Cross bracing is used for the tallest hall. For the other four halls, longitudinal portal frames are adopted. These provide the greatest freedom of passage, without significant increase in steel weight.

Figure 2.1

Vertical bracing

The roof, of 3,1 % slope, consists of steel sheeting externally insulated by rigid rockwool panels (thickness 60 mm) and a waterproof outer layer of weldable elastomer. The roof is supported on rolled or welded plate purlins, generally 6 to 12 m long. For the two bays of 24 m, this distance is halved and the purlins are supported on jack rafters that rest on the ridge beams and eaves beams. One of the characteristics of the roof is that it is partially demountable in order to allow the future replacement of the jacks of the press. Page 2



Figure 2.2

Roof structure pre-assembled at ground level to speed erection


The building envelope consists of double-skin insulated panels spanning 6 m horizontally between posts. These posts are generally supported from the ground with simple bases. Near the principal hall the posts have to be suspended from the eaves girders. They are stabilised transversely by the wind girders in the lower halls. The gantry girders for the 140 t cranes are mono-symmetric welded plate girders; their top flanges are restrained laterally by horizontal lattice beams that resist both wind loads and horizontal crane forces.

Figure 2.3

Crane ways and roof of the main hall

Page 3



To ensure an efficient installation of the industrial plant in this factory, the supply of necessary equipment was entrusted to the steelwork erector: platforms, footbridges, staircases, scales, pylons, and pit covers. The assembly of the principal elements of the furnaces was also entrusted to the steelwork erector to make the best use of the specialist erection equipment. Notable features were the 8 chimneys of 18,50 m length and the stainless steel furnace with a total weight of 27t.

3.Architect:

Project teamAGECA TECHNIP AIRFORGES GAGNE

Project Team

Structural Engineer: Client: Steelwork:

Photos: GAGNE


Page 4



Quality RecordRESOURCE TITLE Reference(s) ORIGINAL DOCUMENT Name Created by Technical content checked by Editorial content checked by Technical content endorsed by the following STEEL Partners: 1. UK 2. France 3. SwedenCreated on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement


Company CTICM CTICM

Date 14/11/2005 14/11/2005

Christophe Antoine Alain Bureau

G W Owens A Bureau B Uppfeldt C Muller J Chica

SCI CTICM SBI RWTH Labein

12/7/06 12/7/06 21/7/06 13/7/06 21/7/06

4. Germany 5. Spain Resource approved by Technical Coordinator TRANSLATED DOCUMENT This Translation made and checked by: Translated resource approved by:

Page 5



Wrapper InformationTitle* Series Description* Access Level* Identifiers* Format Category* Resource Type Viewpoint Subject* DatesCreated on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement


A typical heavy industrial building, with a height of 22m and spans of up to 23m. The steel superstructure supports gantry girders for an overhead crane with capacity of 140 tonnes. Expertise Filename Public C:\Documents and Settings\dci\Local Settings\Temporary Internet Files\OLK159\T2104-DFE cxw 3 Jul 06.doc Microsoft Office Word; 6 Pages; 670kb; Client guide Client, Architect, Engineer Single storey building 03/07/2006 23/06/2006 23/06/2006

Application Area(s) Created Date Last Modified Date Checked Date Valid From Valid To

Language(s)* Contacts Author Checked By Approved by Editor Last Modified By Keywords* See Also

English Christophe Antoine, CTICM Alain Bureau, CTICM

Portal frames, Industrial buildings, Single-storey buildings Eurocode Reference Worked Example(s) Commentary Discussion Other

Coverage Special Instructions

National Applicability

EU

Page 6

Case Study: Apartments for Social Housing in Rheims, France

Case Study: Apartments for Social Housing in Rheims, France SP020a-EN-EU

Case Study: Apartments for Social Housing in Rheims, FranceA composite steel frame and concrete floor slabs, combined with light steel facade walls and partitions, was used to create a five-storey, 24 apartment building, known as Residence Esmeralda in the centre of Rheims. The client, OPAC of Rheims, has commissioned other projects using the same construction technology.


Completed residential building, Esmeralda, Rheims

Contents1. 2. 3. 4. The Achievement Introduction Building design Project information 2 2 2 4

Page 1



1.

The AchievementResidential building of 5 storeys height built using composite construction and light steel walls. Provision of flexible space for current and future uses. Lightweight pre-fabricated faades installed as large panels. Excellent acoustic insulation across separating walls and floors. Storage of materials on the partially completed floors. Demonstration project by social housing provider, OPAC of Rheims, who has used the same technology in other projects. Curved steel roof and balconies provide interesting features.

2.Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Introduction

OPAC of Rheims, Arcelor, ESIGEC and CTICM were partners in a demonstration project on the use of steel framed composite construction for a five-storey, apartment building in a high density inner-city site of Rheims, near Paris. The building, known as Residence Esmeralda, consists of 24 apartments, a commercial level and 28 parking bays. The apartments are provided for social housing, managed by OPAC, and are designed to be affordable and to achieve low running costs. The space may be partitioned to suit various family groups.

3.

Building design

The specific features of the site location, and the required speed of construction, meant that a steel frame was the only sensible solution. Materials were stored in the building as the work progressed, because of the limited space around the buildings in this inner-city location. The technology of using a primary steel frame, concrete floor slab and light steel infill walls and cladding is easily extended to a wider range of building types and shapes, as it is based on pre-fabricated components in steel and other materials. It is shown during construction in Figure 3.1. The fast-track steel solution was shown to be economic with respect to concrete, taking into account the benefits offered by steel. Furthermore, the use of a composite steel frame and concrete floor slab provided excellent acoustic insulation and stiffness to floor vibrations. The lightweight steel faades were attached as large panels directly to the perimeter steel beams. The steel frame is based on a 6 m 3 m planning grid and is designed to act compositely with the pre-cast concrete floor units which are supported on the lower flanges of the beams. Open space is created, which can be fitted out to suit the clients requirements, and which also provided space for storage of materials during construction, as illustrated in Figure 3.2. The external faade comprises light steel sections spanning vertically between floors to which any type of cladding may be attached. In this project, terracotta tiles were used on the front Page 2



faade, and steel panels on the garden faade. Insulation was placed between the wall members to provide the required level of thermal insulation. The same type of light steel construction was used for the internal walls, which allows the space to be adapted to different client requirements. The building is designed for 60 minutes fire resistance and for 54 dB sound reduction between apartments. This is achieved by the double-skin construction in the walls, and by the concrete floor slab. A U value of 0,25 W/m2oC is achieved in the external walls. The energy use is greatly reduced in comparison to conventional residential construction in France. A curved roof using profiled sheeting was also created, and steel balconies provide an interesting architectural feature in this urban location. The as-built cost was 700 Euros/m2 for the building of 3770 m2 gross area, which also provided 28 underground car park spaces.


Figure 3.1

Building during construction

Page 3




Figure 3.2

Internal view of structure

4.Architect:

Project informationF Wunster, Rheims SOCOTEC, Rheims CTICM, INGEBA OPAC,Rheims CTICM - Acier Construction

Project Team

Control Office: Design: Client: Concept:

Page 4



Quality RecordRESOURCE TITLE Reference(s) ORIGINAL DOCUMENT Name Created by Technical content checked by Editorial content checked by Technical content endorsed by the following STEEL Partners: 1. UK 2. FranceCreated on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement


Company CTICM CTICM

Date

P Beguin Mark Lawson



20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 21/6/06


Page 5

Case Study: Bilbao Exhibition Centre, Spain

Case Study: Bilbao Exhibition Centre, Spain SP012a-EN-EU

Case Study: Bilbao Exhibition Centre, SpainBEC is the new Exhibition Centre in Bilbao, Spain. The exhibition centre has a floor area of 117 000 square metres, in 6 halls. The halls have no internal columns or supports, thanks to steel lattice girders in the roof. The investment was 420 million euros and the centre was constructed between 2001 and 2004.


Bilbao Exhibition Centre - Aerial view

Contents1. 2. 3. 4. 5. The Achievement Design loads Fire Safety concept Project team References 2 3 5 6 7

Page 1



1.

The Achievement111 000 m2 of exhibition area in 6 halls: The Arena hall: 30 000 m2 The medium hall: 21 000 m2 The small halls (4): 4 x 15 000 m2 Roofs of the halls: 18 m the maximum high to the ground level 125 to 167 m span for box trussed girders supported on perimeter reinforced concrete columns. 60 panels (37 x 37 m2) of tubular spatial structure to cover the surface between the girders. The exhibition halls are free of columns 18 000 m2 conference centre.


In addition facilities such us: underground car park, offices, atrium and restaurants. BEC is surrounded by means of a steel skin to prevent an aggressive impact of the building with the surrounding landscape. 24 300 tonnes of steel for the structure of the halls and 19 200 tons of corrugated steel in the foundations. September 2001- April 2004: Construction time. Investment: 420 millions of Euros BEC is an initiative designed to offer the best possible service for exhibitors, visitors and the general public in a modern, convenient, practical and highly functional trade fair facility.

Page 2




Figure 1.1

Internal view of Hall n5

2.

Design loads

The loads are specified by the National Standard NBE-AE-88 Acciones en Edificacin. The magnitude of loads depends on the use intended for each area: Car parks: 400 kg/m Lorries accesses: 4000 kg/m (national regulation: 1000 kg/m) Hall areas: 4000 kg/m Pedestrian zones and accesses: 400 kg/m Office areas: 300 kg/m Restaurants: 300 kg/m Roof (only for maintenance purposes): 100 kg/m These loads are supported in the different areas with the following structural elements: Car park and Lorries accesses and hall floors The columns and beams of the car park are made of reinforced concrete and the floors consist of on-site reinforce concrete slab. In addition, there are floor made of prefabricated concrete hollow core slabs with a compression layer of concrete.

Page 3



Hall structure The roof structure is based on lattice girders with spans that vary from 125 to167 m and with a depth about 8 m. The girders are box trusses girders of hot rolled sections with welded joints. The girders are supported at a maximum 18 m from the ground level on perimeter reinforced concrete columns. Finally, the surface between the girders is covered by means of 60 panels (37 x 37 m2) of tubular spatial structure, see Figure 2.2.


Figure 2.1

Hall structure during erection

Key: Truss beam

Figure 2.2

Layout of lattice girders and panels covered by spatial tubular structure

Page 4



3.

Fire Safety concept

The national standard in Spain for fire protection is the NBE-CPI-96: Condiciones de Proteccin Contra Incendios. The NBE CPI-96 is based on a prescriptive approach but the characteristics of the structure of the BEC allow an alternative study to avoid the severe prescriptive requirements for roofs passive fire protections thanks to Low fire load Good ventilation Large diaphanous spaces with high thermal dissipation Presence of active protection measures (automatic sprinklers) These characteristics were essential to carry out an alternative study based on the philosophy of the performance based design and Fire Safety Engineering for the Determination whether a lower protection than specified in the prescriptive regulation gives the same level of safety to the users.Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

An additional objective of this alternative study was to verify the smoke control to allow the safe evacuation of the building. The final conclusions of this study were: The smoke curtains and smoke vents allow the correct extraction of smoke and the safe evacuation of the building. The roof truss girders do not need any passive protection because their structural stability was not threatened by the fire scenario studied. Other studies were carried out in special areas: The columns in the restaurant area and the lattice girders remained unprotected. On the other hand, in the Arena Hall, the beams supporting the surrounding mezzanine and the parts of the box trusses beams just over the mezzanine exposed to the studied fire scenario had to remain protected with passive measures.

Page 5




Key: Exhibition area Services area Car park: 4000 spaces Communication centres Hall numbering is also indicated

Figure 3.1

Plan drawing of BEC

4.

Project teamClient: Bilbao Exhibition Centre (BEC), comprising The Basque Government (47,7%), Bizkaia Regional Government (47,7%), Barakaldo Town Council (1,4%), Bilbao Chamber of Commerce (1,6%) and Bilbao International Exhibition Centre (1,6%) as partners in the project. Architects: Csar Azcarate (IDOM) ; Esteban Rodrguez (SENER) Planning of structural framework: SENER & IDOM Constructor: Companies cooperating in a temporal venture: - Balzola S.A. - Dragados - Eraiker 2000 - Ferrovial Agroman - URSSA Fire Safety Engineering: LABEIN Construction time: Initiation - September 2001 ; Inauguration - April 2004

Page 6



5.

ReferencesInfoBECBilbao Exhibition Centre Newsletter, Issues 1-4, Year 2003. Published by BEC. www.bilbaoexhibitioncentre.com


Page 7



Quality RecordRESOURCE TITLE Reference(s) ORIGINAL DOCUMENT Name Created by J. J. Martinez de Aragn Francisco Rey Mike Haller Jose A. Chica Marc Brasseur Jose A. Chica Company LABEIN Date FEB 2005 Bilbao Exhibition Center (SPAIN)

Technical content edited by

PARE LABEIN PARE LABEIN

08/11/05 25/11/05 08/11/05 25/11/05

Editorial content edited by

Technical content endorsed by the following STEEL Partners:Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

1. UK 2. France 3. Sweden 4. Germany 5. Spain 6. Luxembourg Resource approved by Technical Coordinator TRANSLATED DOCUMENT This Translation made and checked by: Translated resource approved by:



20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 13/5/06

Page 8

Case Study: City Gate, Dsseldorf, Germany

Case Study: City Gate, Dsseldorf, Germany SP013a-EN-EU

Case Study: City Gate, Dsseldorf, GermanyFire engineering techniques were used to optimise on fire protection of this 19 storey building, which consists of two towers linked to create three further floors. The building was constructed over a tunnel and was designed to be fully glazed, which necessitated design of a vertical truss system to create a rigid 'portal' frame structure.


City Gate Dsseldorf, built over the Rheinuferstrassentunnel(Copyright photo by permission of Petzinka, Pink und Partner)

Contents1. 2. 3. 4. 5. 6. The Achievement Introduction Structure Fire Safety concept General information References 2 2 3 3 5 5

Page 1



1.

The AchievementBuilding in the form of two linked towers over the Rhein highway tunnels. Fire engineering design of achieve 90 minutes fire resistance. Concrete filled tubular columns for fire and compression resistance. Unprotected steel in the atrium and balconies. Fully glazed faade required a rigid support structure.

This highly glazed transparent structure was notable for the following achievements:

2.

Introduction


This high-rise building is located on top of the southern entrance of the highway tunnel along the Rhine marks the gateway to the citys new promenade. The rhomboid form of the building arises from the foundation on the tunnel and the main direction of wind forces. The form of the building during construction is illustrated in Figure 2.1. The truss towers and beams which form the portal frame are indicated.

Figure 2.1

Truss frames of the City Gate Dsseldorf(Copyright photo by permission of August Heine Baugesellschaft / Prof. J Lange)

Page 2



3.

Structure

The high-rise building is built over the tunnel walls of the Rheinuferstrassentunnel. Two 16 storey towers are built on a transfer structure over the two outer tubes of the tunnel. At the top of the building, the two towers are connected over 3 storeys to create a portal frame-type structure (see Figure 2.1). Concrete slabs of 150 mm thickness and spans from 2,5 m to 4,6 m support the vertical loads to composite beams with spans from 7,5 m to 7,6 m. The chosen system with changing beam directions, short cantilevers, shallow beams without openings and deeper beams with openings leads to shallow floor-ceiling heights of between 2,5 m and 2,98 m. The steel tubular columns with diameters of 400 mm, 550 mm and 900 mm are filled with concrete. Heavily loaded columns are reinforced by rolled profiles placed inside the tubes. The horizontal loads are resisted by a system of the following members: 3-storey high lattice truss beams connect the approximately 70 m high truss towers, so the braced frame consists of 3 truss frames. This portalised structure provides the main stability over the tunnels below.Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Two U-shaped staircases made of concrete are connected within the truss frames, so they can also resist horizontal loads. The staircases are escape staircases. The truss beams in the upper 3 storeys carry the loads of the middle of the building and the facade of the atrium to the truss towers.

4.

Fire Safety concept

A fire safety concept was developed in order to maintain the transparency of the building. It was a requirement that the external perspective of the building by the glass facade should not be affected by massive walls. In order to expose the lightweight nature of the structure, the use of active and passive fire protection measures were optimized for this building. The arrangement of the sprinklers is concentrated near the faade and is made of three redundant systems. The ways to the escape staircases are short and a fail-safe smoke exhaust system was developed. For these reasons, a fire safety class of R90 could be achieved for this high-rise building, a reduction of 30 minutes in fire resistance. The balconies leading to the elevators are not necessary as escape routes, and so they are accomplished without use of fire protection materials. The lobby level is supported by an unprotected steel construction for the same reason (see Figure 4.1). Furthermore, the 19th floor, which includes only machine rooms, is also made of unprotected steel construction.

Page 3




Figure 4.1

Atrium with lobby level(Copyright photo by permission of ThyssenKrupp Stahl AG)

The tubular sections of the columns are filled with concrete to achieve 90 minutes fire resistance (see Figure 4.2). The beams of the main structure are partially encased with concrete. The small beams (depths between 180 mm and 270 mm) are protected by using conventional fire protection materials, such as encasement by plaster or hollow encasements of gypsum. The truss frames support high vertical loads, and for this reason, the vertical tubes of 900 mm diameter are also filled with concrete. The horizontal and diagonal tubes above the 3rd floor were designed without use of fire protection materials. The technical basis of the structural fire safety calculations was the Eurocode 4 Part 1-2.

Page 4




Figure 4.2

Truss tower made of tubular sections(Copyright photo by permission of ThyssenKrupp Stahl AG)

5.

General informationClient: Engel Projektentwicklung GmbH & Co KG fr GbR Dsseldorfer Stadttor mbH Architect: Overdiek, Petzinka und Partner (blueprint planning, approval planning) Petzinka, Pink und Partner (implementation planning, realisation) Planning of structural framework: Stahlbau Lavis GmbH Executive company: ARGE Dsseldorfer Stadttor ; Stahlbau Lavis GmbH ; A. Heine Baugesellschaft Fire protection expertise: Prof. Dr.-Ing. W.Klingsch Construction period: 1995 1997 Total height: 72,55 m Ground-plan: 51 x 68 m (rhomboid) Foundation: Foundation on the tunnel walls of the Rheinuferstrassentunnel

6.

References

Bauen mit Stahl 2000. Brandsicher bauen mit Stahl. In Bauen mit Stahl documentation 608 Petzinka, Pink und Partner, 1997. Hher, weiter, leichter. In Baumeister vol. 12/97 Page 5





Company Uni Hanover PARE SCI

Date 2003 08/11/05 25/11/05

Prof Schaumann Haller Mike Lawson Mark



20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 20/1/06 20/5/06

4. Germany 5. Spain 6. Luxembourg Resource approved by Technical Coordinator TRANSLATED DOCUMENT This Translation made and checked by: Translated resource approved by:

Page 6

Case Study: Constantin's Family House, Ploiesti, Romania

Case Study: Constantins Family House, Ploiesti, Romania SP024a-EN-EU

Case Study: Constantins Family House, Ploiesti, RomaniaThis case study presents a pilot steel framed house executed in Ploiesti, Romania, a high seismic region. The structure is made of light-gauge steel profiles, along with possible earthquake design methodologies when the wall panels, sheeted with corrugated sheeting or Oriented Strand Board (OSB), are expected to resist earthquake loading.


Constantins Family House

Contents1. 2. 3. 4. 5. 6. The Achievement Clients View The Architects View The Engineers View General and Steelwork Contractors View Project Team 2 2 2 4 9 10

Page 1



1.

The Achievement

In recent years, steel framed houses have become a choice for house construction in many European countries, including Romania. Compared with traditional solutions, the properties of the light-gauge steel skeleton can be exploited to take both technical and economical advantages from lightness of structures, ease of prefabrication, speed of erection and enhanced quality. Traditionally, cold-formed steel structures were considered non-effective for buildings in severe seismic zones. Therefore, in most seismic design codes such types of structure are not allowed. The case study presented here provides the evidence for the contrary cold-formed steel framed residential buildings really are very effective in seismic regions.

2.

Clients View

Emanuel Constantin, Owner When I started to plan my own family house, I knew only building dimensions derived from the property line considerations and personal preferences. In this situation things like fast and simple construction, good price/quality ratio, dry solution, good thermal and acoustic insulation, earthquake resistance were the main criteria. My specialty is not connected to the construction field, but thanks to my involvement in the building industry business I found the proper solution: a house with cold-formed steel structure. Starting the discussions with the architect, I became more and more attracted by a steel house solution. Compared with a classic brick structure, I became convinced that my initial main criteria could be fulfilled by the cold-formed steel solution. I took the final decision to build a steel house. In 3 months I completed the building. Since August 2005 I have been living with my family in a steel house which from an external view looks like a traditional house. I can confirm all the characteristics mentioned above, including also the good behaviour in case of an earthquake, which has been demonstrated through laboratory testing.


3.

The Architects View

Mihai Mutiu, Project Architect, S.C. Network Management Ltd., Timisoara, Romania The two main characteristics of this two-storey building are the use of light steel framing for a private home, which represents a new approach in Romania, and an architectural solution shaped by a constrained site. From the architectural point of view, the main challenge of the project was to fit this private home on an irregularly shaped lot of only 168 m2. The resulting cube-like building measured in the end 84 m2 of built area on each of the two floors (see Figure 3.1), going up to the maximum allowed by city regulations. Given the proximity of the buildings on the adjacent Page 2



properties, the next difficulty consisted in finding the balance between the right amounts of views, natural light and privacy. Two skylights located above the stairwell and the hallway, were placed to provide a light shaft, in order to enhance the centre. Figure 3.2 presents an interior view.


Lower floor plan1. Dining room; 2. Kitchen 3. Family room 4. Den 5. Laundry 6. Master bedroom 7. Library 8. Bedroom

Upper floor plan9. Dressing 10. Bathroom 11. Logia

Figure 3.1

Lower and upper floor plan of Constantins house

The decision to use light steel framing came as the builder intended to use this opportunity in order to search for more efficient engineering solutions, and to verify construction cost. Despite the fact that the client had no problem in accepting a new structural solution, the set of functional priorities required led to quite fragmented layouts, mainly on the lower floor. It can be said that in this case a structural system that could have led to a lighter architectural solution was not used to the fullest advantage. Nevertheless, good quality construction, a high level of thermal and acoustic insulation and low construction costs were all achieved.

Page 3




Figure 3.2

Interior views - staircase

4.

The Engineers View

Ludovic Flp, PhD, Project Engineer, BRITT Ltd., Timisoara, Romania Prof. Dan Dubina, PhD, FIStructE, Proof Engineer, Politehnica University of Timisoara, Romania

4.1

Design of the structure

The structure presented in Figure 4.1 is a two-storey single family house. Because the building is on the margin of the property, it was impossible to provide window openings in axis 1 and D (see Figure 4.1). This was also one of the reasons for the roof being made with a single slope. The dimensions of the building are 9 m (axes AD) by 10,5 m width (axes 14). Each floor was approximately 2,75 m high and the slope of the roof was 30. The structural skeleton is made of light-gauge C shaped profiles (C150/1,5) at 600 mm intervals, with a thickness of 1,5 mm, fixed with 4,8 mm diameter self drilling screws. The height of the profiles is 150 mm, which governed the thickness of the walls. The load bearing beams in the slab are C200/1,5 profiles at 600 mm intervals, resulting from the condition to control de vibrations of the floor rather than from strength conditions. Roof purlins are Z150/1,5 profiles at 1 200 mm intervals.

Page 4




Figure 4.1

Steel skeleton of the structure

The walls were stiffened using 10 mm thick OSB plates provided on both sides of the structural walls (Figure 4.2). The floor diaphragms were originally designed to be based on the same principle of covering with OSB, this solution being changed into sheathing with trapezoidal steel sheaths both at the level of the slab and at the roof. No concrete topping is used on the slab.

Figure 4.2

Skeleton with structural OSB sheeting

Page 5



Figure 4.3 shows the structure in two different stages: (a) the finished steel skeleton, (b) the steel skeleton together with all load bearing OSB panels mounted The self weight of the structure was evaluated at: 0,45 kN/m2 in the roof, 0,70 kN/m2 for the slab, 0,60 kN/m2 for exterior walls and 0,20 kN/m2 for internal walls. The other loading conditions were determined according to the Romanian standards. Live load on the slab was taken as 1,50 kN/m2, snow load on the roof as 1,20 kN/m2 and wind load on the surface exposed to maximum pressure as 0,40 kN/m2. The earthquake design of the building was done for a peak ground acceleration (PGA) of 0,25g and allowing no reduction q = 1. This condition had to be fulfilled due to local regulations, which do not allow for reduction of seismic forces in case of light-gauge steel structures; the rules are independent of the structural scheme. One of the problems during the design of such a structure is the evaluation of the load bearing capacity and of the rigidity of the sheathing system of walls and slabs. If the case of slabs can be covered with general provisions (e.g. due to the low level of stresses), a correct evaluation for the walls is crucial. In this case extrapolation from existing experimental results was the basis of the evaluation both for shear capacity and rigidity per metre length of the wall.Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

For the 3D analysis, the rigidity caused by the sheathing has been replaced by equivalent cross bracing. The structure is subjected to torsion during an earthquake because the walls on axes 1 and D are fully sheathed, while the ones on axes 3, 4 and A accommodate all the openings. In these conditions, from the point of view of earthquake, the most critical wall panel is the one from axis A on the ground floor. The self-weight of the steel structure (excluding sheathing) has been evaluated at 4600 kg. The masses from sheeting and finishing elements has been evaluated at M1 = 700 kg, M2 = 4650 kg and M3 = 25200 kg. In the design situation the mass of the structure Mdesign = 32 700 kg. Taking into account only the contribution of these loads to the mass of the structure, the natural periods and mode shapes can be predicted using FE analysis (see Table 4.1). Note that case 3 (i.e. the structure with finishing) has been analyzed only from the point of view of the supplementary mass brought by the finishing. The stiffness contribution of the secondary and finishing elements has not been quantified and included.Table 4.1Phase 1 2 3*

Dynamic properties obtained by FE modellingT1(s) 0,44 0,19 0,33 Shape Transversal Longitudinal Longitudinal T2(s) 0,39 0,18 0,31 Shape Torsional Transversal Transversal T3(s) 0,35 0,13 0,23 Shape Longitudinal Torsional Torsional

* Note: Only the masses changed from case 2, stiffness is not affected.

The mode shapes described in Table 4.1 contain some degree of torsion because the centre of rigidity is shifted towards the sheathed walls. The shapes for the second phase are presented in Figure 4.4.

Page 6



(a) the finished steel skeleton


(b) the steel skeleton together with all load bearing OSB panels mountedFigure 4.3

The structure during construction

4.2

In situ measurements

Because for that technology, the project was a pilot in Romania, where the building location is recognized as a high risk seismic zone, the design procedure and the seismic performance of that structure have been confirmed by in situ tests. For that purpose, the dynamic properties for small amplitude vibrations of the building have been studied by direct measurements in three distinct stages of construction: (1) the finished steel skeleton, (2) the steel skeleton together with all load bearing OSB panels mounted and (3) the completed building with all finishes, before being handed over to the owner.

Page 7



a)


b)

c)Figure 4.4 First 3 mode shape in the second phase (FE modelling): (a) first mode, (b) second mode, (c) third mode

Based on the measurements, the period of vibration Ti, the damping ratio, i and mode shape of the structure have been determined. The results are presented in Table 4.2.

Page 8



Table 4.2Stage T1(s) 1 2 3 0,546 0,103 0,101

Measured dynamic propertiesMode 1 1(%) 1,18 3,43 4,11 Shape Longitudinal Transverse Transverse T2(s) 0,437 0,096 0,096 Mode 2 2(%) 1,05 3,72 3,80 Shape Transverse Longitudinal Longitudinal T3(s) 0,456 0,072 Mode 3 3(%) 1,30 4,12 Shape Torsional Torsional


The test results are better that those obtained by calculation, which means that the design procedure is safe enough. It has to be emphasised that the mounting of the stiffening OSB panels not only increased the rigidity of the structure considerably, but the direction of the weakest response has been also changed. In the first stage of construction the first mode shape was longitudinal (see Table 4.2) with the period T1,St1 = 0.54s, while in the second stage it has become T1,St2 = 0.10s. It is interesting to observe that at this construction stage the damping ratio has also increased considerably. At the finished stage no important change of the vibration properties can be observed. This means that the supplementary mass introduced with the finishing is counterbalanced by the stiffness increase generated by these finishing elements. When live load is added (i.e. furniture etc.) the period of vibration will slightly increase. Most probably T1 = 0.15 - 0.2s will be reached in use. Another conclusion is that the damping ratio = 0.05 is a reasonable estimate (even if slightly un-conservative) for lightgauge steel houses.

4.3

Conclusion

A light gauge steel framed house has the advantages of high quality/price ratios, good structural performance and good building physics characteristics. Additionally, it is an ideal solution for seismic zones.

5.

General and Steelwork Contractors View

Zsolt Nagy, Technical Manager, Lindab Ltd., Bucharest, Romania Light steel houses a subject more and more raised in Romanian market The conclusion from information collected from the Romanian market is that people are mainly conservative: they prefer to have conventional brick houses. When we obtained our client Mr. Emanuel Constantines agreement to supply a steel house, we knew the process of change has started. This family house project includes our long and good experience with the architect and the steel structure designer. Generally there are a lot of doubts, frequently raised questions, which we need to clarify: aspects like key benefits are not seen by the customers. If we put everything into a Features / Advantages / Benefits matrix we obtain a picture like this:

Page 9



Features

Advantages Durability rot, termite and carpenter proof Reduced selfweight, almost 100% recyclable Ability to free span Easy to arrange and fit the elements Easy to find us Easy and clean erection Lower costs Low reduction of family cash - flow

Benefits Reduced maintenance cost Not affected by earthquakes (safety), low labour cost, energy saving High flexibility and comfort in arrangement Cost saving No wasted time Cost saving (Time is money) Comfortable, can be enjoyed the perfect heat, sound and humidity insulation Lower insurance and rates Fast and safe acquisition

High quality of the materials Light steel structures High steel quality Modular system Familyline developer Dry technology Savings Financial solution


One critical factor of the project was the site conditions: because the very small ground surface (just 145 m2) we decided to propose a dry system using a stick-by-stick technology. All the elements have been possible to erect by hand, using very simple tools and fastening techniques. Of course it was imminent that we will not be able to use a modular system, but even that conditions, we applied all the standard defined structural solutions. Finally our client could benefit the advantages of a well developed and complete solution: cost saving, safe acquisition, reduced maintenance and fast erection.

6.Client:

Project TeamEmanuel Constantin, Ploiesti, Romania Lindab Ltd., Bucharest, Romania Network Management Ltd., Timisoara, Romania Britt Ltd., Timisoara, Romania

General and Steelwork Contractor: Architect: Structural Engineer:

Page 10



Quality RecordRESOURCE TITLE Reference(s) ORIGINAL DOCUMENT Name Created by Technical content checked by Editorial content checked by Technical content endorsed by the following STEEL Partners: 1. UKCreated on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Case Study: Constantins Family House, Ploiesti, Romania

Company BRITT Ltd. Timisoara, Romania BRITT Ltd. Timisoara, Romania

Date

Viorel UNGUREANU Dan DUBINA

G W Owens A Bureau A Olsson C Mller J Chica G W Owens

SCI CTICM SBI RWTH Labein SCI

10/3/06 10/3/06 10/3/06 10/3/06 10/3/06 10/6/06

2. France 3. Sweden 4. Germany 5. Spain Resource approved by Technical Coordinator TRANSLATED DOCUMENT This Translation made and checked by: Translated resource approved by:

Page 11

Case study: ELUZ Building in Croissy-Beaubourg, France

Case study: ELUZ Building in Croissy-Beaubourg, France SP035a-EN-EU

Case study: ELUZ Building in Croissy-Beaubourg, FranceAn industrial single storey building with very long span portal frames, located in the suburbs of Paris. The portal frames use slender, light weight, fabricated I sections for economy.


General internal view of the completed building, before installation of the racking system

Contents1. 2. 3. The achievement The structural system Project team 2 2 4

Page 1



1.

The achievementConstruction of a single storey building covering a 7000 m2 area without any internal columns, in order to accommodate a racking system to store ELUZ products. Span of the main frames: 84 m Height of the building at the top of the roof: 15 m.

2.

The structural system

The steel structure is designed in accordance with the building system that the ASTRON company has developed: Support of the vertical loads and the lateral stability are achieved by single span, portal frames with pinned column bases. The columns and the rafters are fabricated by welding. The depth of their section, the thickness of the flanges and of the slender webs are nonuniform, in order to use the strength of the steel material as efficiently as possible.Created on Wednesday, March 31, 2010 This material is copyright - all rights reserved. Use of this document is subject to the terms and conditions of the Access Steel Licence Agreement

Columns and rafters are fabricated in the workshop and delivered on site in 10 to 15 metre long segments. These segments are connected on site by bolted end plate connections. S355 steel was used for the flanges, the webs and the end plates of the rafters and columns. Grade 10.9 bolts were used for the column/rafter connections and the rafter splices. The flanges have sufficient thickness to be class 3 elements; the webs are class 4 elements. In the case of the ELUZ building, the depth of the section at the rafter/column connection is about 1,9 metres : the dimension of this connection can be appreciated in Figure 2.1. The horizontal actions of the main frames on their foundations due to the vertical loads (self weight, snow, etc.) are balanced by tension elements placed under the concrete slab; the connection of a tension element on a column foundation is shown in Figure 2.2. This arrangement reduces foundation costs. Longitudinal stability is achieved by cross bracing in the roof and side walls. The diagonal members have circular sections and are connected at the webs of the frame components by a special device, just visible at the top of Figure 2.1. Circular hollow sections have also been used for the horizontal compression members. The purlins and side rails are Zed cold formed members. The purlins are made continuous by overlapping the connections over the main rafters. The steel used for purlins has a yield stress of. 390 N/mm2. The scale of the construction and the use of pre-assembly at ground level to improve the speed and safety of construction may be seen in Figure 2.3.

Page 2




Figure 2.1

Rafter / column connection of a portal frame ( depth of the fabricated beam is 1,9 m)

Figure 2.2

Tension element connecting the two column bases of a portal frame

Page 3




Figure 2.3

General view of the structure during erection

3.Client:

Project teamELUZ A. Hirselberger ASTRON Fabrication: Erection: 2005 ASTRON SADEL

Architect: Structural engineer: Steel construction company: Year of erection:

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Company CTICM CTICM

Date 19/12/2005 19/12/2005

Patrick Le Chaffotec Alain Bureau

G W Owens A Bureau B Uppfeldt C Mller J Chica

SCI CTICM SBI RWTH Labein

30/8/06 30/8/06 30/8/06 30/8/06 30/8/06

4. Germany 5. Spain Resource approved by Technical Coordinator TRANSLATED DOCUMENT This Translation made and checked by: Translated resource approved by:

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Case study: ELUZ Building in Croissy-Bea