Amsterdam ArenA, Dynamic recalculation of roof structure ARCADIS Bouw en Vastgoed Gevers Deynootweg 93 Postbus 84319 2508 AH Den Haag The Netherlands Tel: +31 70 358 3583 Fax: +31 70 354 6163 Contact: ir. M.J.W. van Osch Email: [email protected] Contact: ir. A.M. de Roo Website: www.arcadis.nl In buildings, consideration needs to be given to combining functionality, maintenance aspects, economic en ecologic factors, wherever people gather. That's our mission at ARCADIS. Public, institutional manufacturing and commercial clients reap the benefit of our extensive services: industrial plant know-how, redevelopment expertise, turn-key location solutions, multifunctional site development, such as ultra modern stadiums and stations, and total facility management. Always safeguarding the human factor while ensuring investors' stakes. We call it building a better tomorrow. What are the main activities of our company? The four core activities of ARCADIS are: Infrastructure, Buildings, Environment and Telecommunications What is the annual turnover? The total turnover worldwide is an estimated 850 million euro. ARCADIS is involved in more than 10.000 projects each year in over 100 countries. How many staff does our company have? Approximately 8500 people worldwide, 3000 people in the Netherlands. Introduction and history In 1993-1995, the Amsterdam ArenA was designed and constructed. This multipurpose stadium is located on the southeast of Amsterdam, close to several highways, railways and over a minor highway. The first two floors are parking garage. Above these, the playing field and tribunes rise up to approximately 44 metres above the surrounding fields. A transparent steel structure forms an oval roof over the tribunes. The centre void in this roof can be completely closed by two movable segments. This makes this structure very suitable for sports and other activities, such as concerts. Especially during the activities other than sports, the roof structure is used frequently to hang tons of audio-visual equipment and components of the set. The main structure of the roof is formed by a giant H-frame (177x126 metres). This frame spans the field and the tribunes and consists of triangular trusses of several metres in height. On this H-frame, the oval shaped roof-plane is suspended. Also, the movable segments ride on top of this frame. The design of the steel roof structure was carried out using Strucad. By then, it was not possible to model the complete structure. Loads and stability-effects of the oval roof-plane and the movable segments had to be derived separately. All loads, including wind, have been applied statically. Using this model, the structure was optimized quite extremely. In the following years, the grandiosity of happenings grew enormously, increasing the temporary loads and bringing the structure closer to its limits. Right now, the city of Amsterdam is developing the area around the stadium. In these plans, two towers of about twice the height of the stadium are posted directly next to the stadium. These towers have a great influence on the wind loads on the roof of the stadium. Wind tunnel tests showed a (local) static increase up to 30%. Feasibility of these towers depended on the strength of the roof structure. Sophisticated analysis The total of increasing loads asked for a more sophisticated analysis of the structure. Using the existing design, the whole structure was remodelled in ESA-Prima Win 3.50. Profiles, hinges, supports, offsets of connections, all were copied from the original design. EPW was chosen because of the clarity and easiness of the input, but also because of the great possibilities to (visually) check and modify the complex structure. This was very workable during the process of modelling and validating the H-frame. Not only was the H-frame modeled, also the frame of the oval roof-plane over the tribunes and the frame of the movable segments on top of the H-frame. This made it possible to apply the wind loads directly were they are supposed to act. In a large area like the roof of a stadium, wind loads will never peak at the same time on the whole surface. Static loads are therefore considered to be too conservative. Using the results of the wind tunnel tests, wind has been incorporated in ESA-Prima Win as dynamic nodal loads. In close consultation with the people of ESA, following steps were taken: 1. Wind tunnel tests produce a continuous pressure parameter for approximately 50 locations on the roof; 2. From these results, for some significant situation (wind directions, 1 or 2 towers) the minute has been derived in which the wind load is maximum; 3. For each of the 50 locations, the continuous pressure has been described by a Fourier-analysis of 10 sinuses; 4. For each cross of main girders of the roof, the area has been calculated. The size of this area, combined with the pressure-functions which act in this area, result in the (variable) force on that node; 5. Since the roof is a 3-dimensional plane, for each node the normal vector is different. This normal vector of the roof is 94 Company Project Amsterdam ArenA, Dynamic recalculation of roof structure SCIA User Contest 2005 / Commercial and industrial building 3 Categorie
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