Design Ratio
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This technical article deals with the stability analysis of a roof purlin, which is connected without stiffeners by means of a bolt connection on the lower flange to have a minimum manufacturing effort.
The critical factor for lateral-torsional buckling or the critical buckling moment of a single-span beam will be compared according to different stability analysis methods.
As of program version X.11, the filter options of small compression forces or moments for stability analysis in RF‑/STEEL EC3 have been revised. The revision of these filter options in the "Stability" tab of the "Details" dialog box allows you to work in the module transparently, since they are now independent of the design.
This article explores the importance of considering joint-structure interaction in modeling and design and how to do it in RFEM 6.
Want to automatically consider steel joint stiffness in your global RFEM model? Utilize the Steel Joints add-on!
Activate joint-structure interaction in the stiffness analysis of your steel joints. Hinges with springs are then automatically generated in the global model and included in subsequent calculations.
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.
To which axes do the support rotations and support eccentricities in RF‑/STEEL EC3 Warping Torsion refer?
What does the load application point in RF-/STEEL EC3 Warping Torsion refer to?
What are the options in RFEM 5 or RSTAB 8 for determining the ideal elastic critical moment for lateral-torsional buckling for any cross-sections and systems/loads? Is it also possible to design flat steel (brackets, flat steel stringers of staircases)?
In the Steel Joints add-on, I get high utilization ratios for preloaded bolts in the tension design. Where do these high utilization ratios come from and how can I evaluate the load-bearing reserves of the bolt?
How can treating a connection as fully rigid result in an uneconomical design?
Is it possible to consider shear panels and rotational restraints in the global calculation?
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