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Video | 3skeng Steelwork Tool
Online Manual RFEM | Surfaces
The theater, which was built between 1911 and 1913, has an eventful history. The building was destroyed by allied air attacks in February 1945, reconstructed in the postwar years, and damaged by floods in August 2002. During an 18‑week break, the Dresden theater was extensively renovated and modernized.
Due to the short time limit, there were up to 230 workers on site, working in three shifts. The reconstruction included, among other things, renovation of the stage equipment and strengthening of the roof structure of the stage tower. The engineers of KREBS+KIEFER analyzed the stability of the stage roof using RSTAB. The stability analysis detected deficiencies in the load‑bearing capacity, which required reinforcement measures.
KREBS+KIEFER Ingenieure GmbH, Germany
www.kuk.de.
3D Model of the stage roof structure in RSTAB (© KREBS + KIEFER)
Due to the short time limit, there were up to 230 workers on site, working in three shifts. The reconstruction included, among other things, renovation of the stage equipment and strengthening of the roof structure of the stage tower. The engineers of KREBS+KIEFER analyzed the stability of the stage roof using RSTAB. The stability analysis detected deficiencies in the load‑bearing capacity, which required reinforcement measures.
KREBS+KIEFER Ingenieure GmbH, Germany
www.kuk.de.
3D Model of the stage roof structure in RSTAB (© KREBS + KIEFER)
Stage Roof Supporting Structure
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Customer Project / View Only
| Number of Nodes | 2516 |
| Number of Members | 4077 |
| Number of Load Cases | 1 |
| Total Weight | 16.249 tons |
| Dimensions (Metric) | 33.300 x 16.436 x 9.185 m |
| Dimensions (Imperial) | 109.25 x 53.92 x 30.13 feet |
| Program Version | 8.12.01 |
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The RF‑/STEEL EC3 add-on module can perform the design of fillet welds for all parametric, welded cross-sections of the cross-section library. For this, the option must be activated in the detail settings of the module. As an alternative, you can also use a surface model for the design.
The design of cold-rolled steel products is defined in EN 1993-1-3. Typical cross-section shapes are channel, C, Z, top hat, and sigma sections. These are cold-rolled steel products made of thin-walled sheet metal that has been cold-formed by roll-forming or bending methods. When designing the ultimate limit states, it is also necessary to ensure that local transverse forces do not lead to compression, crippling of the web, or local buckling in the web of the sections. These effects can be caused by local transverse forces by the flange into the web, as well as by support forces at the supported points. Section 6.1.7 of EN 1993-1-3 specifies in detail how to determine the resistance of the web Rw,Rd under local transverse forces.
Utilize the RF-/STEEL Cold-Formed Sections module extension to perform ultimate limit state designs of cold-formed sections according to EN 1993-1-3 and EN 1993-1-5. In addition to the cold-formed cross-sections from the cross-section database, you can design general cross-sections from SHAPE-THIN.
The three types of moment frames (Ordinary, Intermediate, Special) are available in the Steel Design add-on of RFEM 6. The seismic design result according to AISC 341-22 is categorized into two sections: member requirements and connection requirements.
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.
- Design of five types of seismic force-resisting systems (SFRS) includes Special Moment Frame (SMF), Intermediate Moment Frame (IMF), Ordinary Moment Frame (OMF), Ordinary Concentrically Braced Frame (OCBF), and Special Concentrically Braced Frame (SCBF)
- Ductility check of the width-to thickness ratios for webs and flanges
- Calculation of the required strength and stiffness for stability bracing of beams
- Calculation of the maximum spacing for stability bracing of beams
- Calculation of the required strength at hinge locations for stability bracing of beams
- Calculation of the column required strength with the option to neglect all bending moments, shear, and torsion for overstrength limit state
- Design check of column and brace slenderness ratios
How do I display some results of all load cases in the printout report, but other results of selected load cases only?
Where do I find the setting to specify the entered structural component as a "wall" or "slab"?
In connection with a calculation according to the large deformation analysis, I get significantly smaller deformations than for a calculation according to the linear static or second-order analysis. How is this possible?
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?
"During the calculation of material non-linearity, the material with a decreasing branch of the diagram can be calculated with one load increment only." Why do I get this error?
I cannot see any members if the RF‑/STEEL EC3 add-on module is selected as a "load case"; why?
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