生物质发电厂 Schilling,德国施文迪

客户项目


结构设计 Structural Design of Steel and Timber Structure
Ingenieurbüro Georg Guter
Stetten, Germany
www.ib-guter.de
建造 Final Structural Planning and Construction Management
Ingenieurbüro Rudolf Baur
Wain, Germany
www.buerobaur.de
 
Energy System Planning
Gammel Engineering
Abensberg, Germany
www.gammel.de
建筑学 Matteo Thun & Partners
Milan, Italy
www.matteothun.com
投资商 Bio Kraftwerk Schilling GmbH
Schwendi, Germany
de.wikipedia.org/wiki/Biomasse-Kraftwerk-Schilling

Length: 36 m | Width: 36 m | Height: 24 m | Weight: 225 t
Nodes: 1,000 | Members: 2,000 | Materials: 4 | Cross-Sections: 54

One of the most modern power stations for energy production based on renewable resources can be found in Schwendi, Southern Germany.

Following the design of the Milan architect Matteo Thun, an architecturally sophisticated framework consisting of reinforced concrete, steel and timber has been created.

Construction

The plant building including storage consists of a transparent structure with suspended casing and revolving balcony planes. It is based on strip foundations. The steel skeleton structure, holding a crane runway additionally, has a grid of 5.40 x 5.40 m and overall dimensions of 21.60 x 21.60 m.

The doomed roof consists of a glued‑laminated timber structure. The building is more than 24 m high and has a radius of approximately 36 m.

Structural Analysis and Design

The structural framework was planned by the local engineering office Georg Guter which was already participating in the pre‑planning and the modeling process.

The planning work was enormously pressed for time. It started in January 2007, scheduling the completion date in July 2008.

The structure was modeled as a spatial RSTAB model. It consists of approximately 1,000 nodes, 2,000 members, 54 cross‑sections, and four types of material. The self-weight is approximately 225 tons.

Due to the 3D calculation, the load bearing capacity of the different stiffening shear walls and stiffness conditions (outside balconies as wall, compression and tension rings in roof area, vertical and horizontal bracings as well as horizontal connection to the solid construction by using composite beams) could be determined close to reality.

The framework was calculated according to the second-order analysis taking into account imperfections.

Programs Used for Structural Analysis

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