Software for structural and dynamic analysis

Main Arch and bridge of Russian airport Sheremetyevo (photo: Bollinger+Grohmann)

Steel Roofs and Bridge of

Sheremetyevo Airport, Moscow

Because of modernization and in-creased passenger capacity, the third terminal was built at the Shere-metyevo International Airport. The Dlubal customer B+G Ingenieure Bollinger and Grohmann GmbH from Frankfurt am Main, Germany, was responsible under the direction of the Arnold AG for the planning of several projecting roofs and a pedes-trian bridge connecting car park and terminal. The model was designed by the architect Dmitri Pshenichnikov. The steel construction was built by the Russian company Stalkon. A special challenge for all companies involved was the three-dimensional planning required to perform the project. Large-area accumulations of snow had to be taken into account when designing the steel construc-tion. The basic snow load of 1.26 kN/m² for Moscow was multiplied with the corresponding factors and resulted in a snow load of 8.60 kN/m² to be applied.

Bridge

The architect's 3D model consisted of a bow (Main Arch) with long span lengths, stretched from the terminal to the parking deck, and a bridge suspended from the arc. Though the bridge got its own arched supporting structure, due to various defor-mations of single structural compo-nents stressed by load, the vertical cables were used additionally.

Main Arch

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, creating an entrance hall with span lengths of 56 m x 43 m and bridging a distance of 88 m to the parking deck. The principal sup-porting structure consists of 4-chord trusses where cross beams in the form of fish-bellied girders are ar-ranged between them. It was re-quired 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 pre-stressed with such a high force that the tension forces are over-pressed. 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. Companies involved:

Architect Dmitri Pshenichnikov Main contractor for projecting roofs and roofing Stahlbau Arnold AG Industriestrasse 6-10 D-61381 Friedrichsdorf

Structural planning B+G Ingenieure Bollinger und Groh-mann GmbH, Westhafenplatz 1 D-60327 Frankfurt am Main www.bollinger-grohmann.de

Steel construction for Main Arch Heinrich Lamparter Stahlbau GmbH & Co. KG, Leipziger Straße 12-18 D-34260 Kassel / Kaufungen

Steel construction for bridge Müller Offenburg GmbH und Co. KG D-60327 Frankfurt am Main Software Ing.-Software Dlubal GmbH Am Zellweg 2 D-93464 Tiefenbach www.dlubal.com

Designed with Dlubal Software…

RSTAB analysis model of Main Arch (screen shot: Bollinger+Grohmann)