Did you find your question?
If not, contact us via our free e-mail, chat, or forum support, or send us your question via the online form.
Models to Download
Knowledge Base Articles
Utilizing the RF-STEEL AISC add-on module, steel member design is possible according to the AISC 360-16 standard. The following article will compare the results between calculating lateral torsional buckling according to Chapter F and eigenvalue analysis.
Product Features Articles
The material model Orthotropic Masonry 2D is an elastoplastic model that additionally allows softening of the material, which can be different in the local x- and y-direction of a surface. The material model is suitable for (unreinforced) masonry walls with in-plane loads.
Frequently Asked Questions (FAQ)
- How is the position of the additional reinforcement considered in RF-CONCRETE Surfaces when determining hc, ef?
- Is it possible to display more values for the stress distribution over the layers in RF-LAMINATE?
- How is the buckling load determined in RSBUCK if the most unfavorable value is transferred from RSTAB in the case of a non-constant axial force distribution?
- How does RF-STABILITY or RSBUCK determine the buckling load? According to the manual calculation, the respective buckling loads should be about 10% higher.
- 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?
- For a tapered member, I get the error message "Invalid (incompatible) arrangement ...". What can I do?
- For my bachelor thesis, I would like to integrate the RSTAB printout report in LaTeX. It is possible to completely integrate a PDF document as shown in the viewer. This also works with any PDF document, but not with the printout report created in RSTAB. What could be the reason?
- I have defined a wind profile for RWIND Simulation up to a height of 100 m. Is the wind profile dependent on the size of the wind tunnel?
- I calculate the deformations at time 0 and at time infinite. The deformations at the time infinite seem plausible to me. The deformations at time 0 seem significantly smaller and therefore implausible. What is the reason?
- How can I teach the program that it automatically increases the longitudinal reinforcement when calculating the deflection of the slabs so that the specified deflection is met?
Structural engineering software for finite element analysis (FEA) of planar and spatial structural systems consisting of plates, walls, shells, members (beams), solids and contact elements
Design of reinforced concrete members and surfaces (plates, walls, planar structures, shells)
Analytical deformation analysis of plate structures consisting of reinforced concrete
Physical and geometrical nonlinear calculation of beam and plate structures consisting of reinforced concrete
The structural engineering software for design of frame, beam and truss structures, performing linear and nonlinear calculations of internal forces, deformations, and support reactions
Linear and nonlinear analysis of reinforced concrete members with reinforcement concept