Steel Frame Structures With(-out) Roof Overhang
Model to Download
In RFEM 5 and RSTAB 8, it is possible to consider the roof overhang when generating the loads automatically.
This structural model was used to demonstrate it.
Model Used in
RF-/PLATE-BUCKLING Add-on Module for RFEM/RSTAB | Plate Buckling Analysis for Plates with or Without Stiffeners According to 1993-1-5
RFEM/RSTAB Add-on Module RF-IMP/RSIMP | Generation of Geometric Replacement Imperfections and Pre-deformed Replacement Structures
Extension of the RF-/STEEL Warping Erosion module | Lateral -torsional buckling analyzes of members according to the second -order theory with 7 degrees of freedom
RFEM/RSTAB add-on module RF-/TOWER effective lengths | Determination of effective lengths of lattice towers
RFEM/RSTAB add-on module RF-/JOINTS Steel-Column Base | Hinged and restrained column bases according to EC 3
RFEM add-on module RF-LOAD-HISTORY | Consideration of plastic deformations from previous load conditions
RFEM/RSTAB add-on module RF-/FE-LTB | Lateral -torsional buckling analysis according to theory II. Order (FEM)
RF-/HOHLPROF add-on module for RFEM/RSTAB | Ultimate limit state designs of welded hollow section connections according to EC 3
RFEM/RSTAB add-on module RF-/JOINTS Steel-DSTV | Standardized connections in steel buildings according to EC 3
- Can I also generate a wind load on roof overhangs using the load generator?
- Is it possible to set user-defined values when viewing solid stress results?
- How can I create a curved or arched section?
- How are the signs for the release results of a line release and line hinges interpreted?
- How can I get the member end forces to design the connections?
- I would like to calculate and design "temporary structures." What do I need for this?
- How can I create a drilled beam in RFEM?
- I design a cross-section created in the SHAPE‑THIN program by using the RF‑STEEL EC3 add-on module, but the program shows the error message "ER006 Invalid type of c/t-part for cross-section of type General." What can I do?
- I would expect the results from my load combination (CO) set to a linear analysis to equal the summation of the results from my load cases (LC) also set to a linear analysis. Why do the results not match?
- A rigid member should only be able to absorb tensile forces or only compressive forces. What are the options for considering these nonlinearities in the calculation?