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ATP architects engineers, in cooperation with Kauer Ingenieure GmbH, have designed a spectacular building with an external supporting structure utilizing BIM.
ATP architects engineers, Innsbruck, Austria
www.atp.ag
KTB, Bolzano, Italy
www.k-s.eu
Facade Nodes
No Download Possible
Customer Project / View Only
| Number of Nodes | 540 |
| Number of Lines | 551 |
| Number of Members | 31 |
| Number of Surfaces | 106 |
| Number of Load Cases | 4 |
| Total Weight | 18.467 tons |
| Dimensions (Metric) | 1.475 x 9.776 x 2.454 m |
| Dimensions (Imperial) | 4.84 x 32.07 x 8.05 feet |
| Program Version | 5.21.02 |
Length: 00:00:06 min
Length: 00:01:35 min
Length: 00:00:49 min
Knowledge Base
Length: 00:00:53 min
Length: 00:00:47 min
Length: 00:00:31 min
Length: 01:00:29 min
Length: 00:28:11 min
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The support conditions of a beam subjected to bending are essential for its resistance to lateral-torsional buckling. If, for example, a single-span beam is held laterally in the middle of the span, the deflection of the compressed flange can be prevented, and a two-wave eigenmode can be enforced. The critical lateral-torsional buckling moment is increased significantly by this additional measure. In the add-on modules for member design, different types of lateral supports on a member can be defined using the "Intermediate supports" input window.
This technical article analyzes the effects of the connection stiffness on the determination of internal forces, as well as the design of connections using the example of a two-story, double-spanned steel frame.
Plate girder is an economical choice for long spans construction. I-section steel plate girder typically has a deep web to maximize its shear capacity and flange separation, yet thin web to minimize the self-weight. Due to its large height-to-thickness (h/tw) ratio, transverse stiffeners may be required to stiffen the slender web.
Understanding steel connection rigidity is crucial in structural design. Often, connections are treated as strictly pinned or rigid, but this can lead to uneconomical or even dangerous designs. Explore how Dlubal Software's RFEM and Steel Joints add-on help verify connection stiffness and moment resistance, ensuring safer and more economical designs.
- Numerous component types, such as base and end plates, web angles, fin plates, gusset plates, stiffeners, tapers, or ribs for easy input of typical connection situations
- Universally applicable basic components (such as plates, welds, bolts, auxiliary planes) for modeling complex connection situations
- Graphical display of the connection geometry with dynamic updating during the input
- Wide range of cross-section shapes: I-sections, U-sections, angles, T-sections, hollow sections, built-up cross-sections and thin-walled sections
- Library in the Dlubal Center with a large number of program-side template connections, including user-defined templates
- Automatic adaptation of the connection geometry based on the relative arrangement of the components to each other – even in case of subsequent editing of the structural components
In the ultimate configuration of the steel joint design, you have the option to modify the limit plastic strain for welds.
The "Base Plate" component allows you to design base plate connections with cast-in anchors. In this case, plates, welds, anchorages, and steel-concrete interaction are analyzed.
In the "Edit Section" dialog box, you can display the buckling shapes of the Finite Strip Method (FSM) as a 3D graphic.
I do not want to design a cross-section in the RF‑/STEEL EC3 add-on module. Can I quickly remove this cross-section from the selection?
Are the models and presentations from Info Day 2018 freely available, and can you send them to me?
When trying to calculate the design in RF‑STEEL Surfaces, I receive Warning No. 1162 - Surface No. XX is of the type "Orthotropic" and cannot be designed. What does this warning mean?
I am comparing the flexural buckling design according to the equivalent member method and the internal forces according to the linear static analysis with the stress calculation according to the second-order analysis, including imperfections. The differences are very large. What could be the reason for this?
In spite of having defined smooth ranges, they are not considered in the design in RF‑STEEL Surfaces. Which setting did I overlook?
Can I use the RF‑STEEL Surfaces add-on module to perform fire resistance design for steel surfaces?
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