Steel Roofs and Bridge of Sheremetyevo International Airport in Moscow, Russia
Due to increased passenger capacity and modernization, a third terminal has been built at Sheremetyevo International Airport.
B+G Ingenieure Bollinger und Grohmann GmbH
Frankfurt am Main, Germany
Main Contractor for Roofs and Roofing
Arnold AG, Friedrichsdorf, Germany
Steel Construction of Main Arch
Heinrich Lamparter Stahlbau GmbH & Co. KG, Kassel / Kaufungen, Germany
Steel Construction of Bridge
Müller Offenburg GmbH und Co. KG, Germany
Steel Structure Producer
The architect's 3D model consisted of a bow (Main Arch) with long span lengths, stretching from the terminal to the parking deck, and a bridge suspended from the arc.
Dlubal Software's customer B+G Ingenieure Bollinger und Grohmann GmbH from Frankfurt am Main was responsible, under the direction of Arbold AG, for the planning of several projecting roofs and a pedestrian bridge between the parking garage and the terminal.
The three-dimensional planning to accomplish the project represented a special challenge for all companies involved. For the design of the steel structure, large‑area accumulations of snow had to be taken into account. The ground snow load of 282.2 lbs/10.7 ft² for Moscow, multiplied by the corresponding factors, resulted in a snow load of 1,933 lbs/10.7 ft² to be applied.
The architect's 3D model consisted of a bow (Main Arch) with long span lengths, stretching from the terminal to the parking deck, and a bridge suspended from the arc. However, the bridge has its own arched supporting structure, due to various deformations of single structural components stressed by load. Vertical cables were used additionally.
The Main Arch is an arch structure with supporting cables, starting from the dome-shaped structure in the center of the terminal, running over the main entrance, and ending at the car park. It forms a column-free entrance hall with span lengths of 184 ft x 141 ft and bridges a distance of 288.7 ft to the parking deck. The principal supporting structure consists of 4‑chord trusses where cross beams in the form of fish-bellied girders are arranged between them.
It was required that the main arch must have a high flexural resistance because of high eccentric snow loads. The high flexural stiffness, however, resulted in unintentional excessive tensile forces within the bottom chord of the 4‑chord trusses. Therefore, the cables supporting the structure were prestressed with such a high force that the tension forces were overpressed. By prestressing the cables during the assembly, stresses were generated in the upper chord which were reduced only by applying the load of the finishings.
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