New Campus in Arlesheim, Switzerland
Customer Project
![[DE] CP 001204 | New Campus in Arlesheim, Switzerland](/-/media/Images/netgenium/thumbnails/x/0/7/2/1/3072122/3072122.png?la=en-US&mw=578&mlid=1D19199FD96B4E42A1D44F55D0F8ED55&hash=ECB76CF90665257D93AF2C66D83AE01F1014EAA8)
Uptown Basel AG is building a new campus for Industry 4.0 located on the former factory site of Stamm Bau AG in Arlesheim. The structure described here is part of the first building for the new campus.
| Owner |
uptownBasel AG Arlesheim, Switzerland uptownbasel.ch |
| Architecture |
Fankhauser Architektur AG Reinach, Switzerland www.f-web.ch |
| Structural Design |
Gruner AG Basel, Switzerland www.gruner.ch |
Façade Truss Structure Model Parameters
Model
The building layout is designed to provide full flexibility due to the fact that there are no columns in the production areas.
Consistent with Industry 4.0’s approach, the planning process is also digitized - this is specifically implemented in the structural analysis and the creation of all necessary plans and planning documents.
The building consists of a basement with an underground parking garage, a high-ceilinged first floor without columns, and three upper floors. The two top floors are cantilevered in all directions from the building sides and are placed on trusses bordering all four sides of the structure. These truss structures span the full height of the two upper floors and are supported on individual inclined columns.
The ceiling loads are transferred via the façade trusses to the diagonal columns arranged on the longitudinal and transverse sides. Further load transfer takes place via the columns in the building structure, utilizing reinforced concrete cores and steel trusses. By introducing the vertical loads from the upper chord via the nodal section into the inclined column, horizontal deflection forces occur at the column head. These forces are transferred into the reinforced concrete ceiling via the ceiling plate. The upper and lower stories are supported on the façade trusses’ upper and lower chords. The middle story sits on the truss diagonals via steel brackets, which are therefore subjected not only to axial forces, but also to bending. Even though this is an uncommon loading in a truss, the axial load clearly governs in comparison with the bending behavior.
This truss structure is unique because it is located outside the insulated building envelope and is exposed to climatic temperature changes. The steel structure is designed for temperature changes of -22°F to 86°F. This results in normal forces of up to approximately 900 kips with alternating loading in the upper and lower chords. The support brackets must therefore be capable of supporting not only the vertical loads from the reinforced concrete slabs, but also the horizontal restrained forces from the temperature changes into the reinforced concrete slabs.
The façade trusses’ upper and lower chords consist of hot-rolled square tube sections, 16x16x0.79 in. Greater wall thicknesses (up to 1.18 in.) are required in the joint areas to absorb the nodal stresses. In order to construct this complex joint geometry, they are welded together from individual plates. The diagonals are designed as classic HEA, HEB, or HEM sections, depending on the load. The connections to the upper and lower chords are attained by welded stubs in the joint area. The diagonal member is then connected with a bolted end plate joint.
Project Location
Schorenweg4144 Arlesheim, Switzerland
Keywords
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Entering Intermediate Lateral Restraints for Lateral Support of Members and Sets of Members
The support conditions of a beam subjected to bending are essential for its resistance to lateral-torsional buckling.
New
Steel Joints | Stability Analysis Software
For the joint components, it is possible to check whether the stability failure is relevant (requires the Structure Stability add-on for RFEM 6 / RSTAB 9).
In this case, the critical load factor for all analyzed load combinations and the selected number of mode shapes is calculated for the connection model. The smallest critical load factor is compared with the limit value 15 from the standard EN 1993‑1‑1, Clause 5. Furthermore, a user-defined adjustment of the limit value is possible. Moreover, the corresponding mode shapes are displayed graphically as the result of the stability analysis.
For the stability analysis, an adapted surface model is used to specifically recognize the local buckling shapes. The model of the stability analysis, including the results, can also be saved and used as a separate model file.
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