Steel Frame Structure with Photovoltaic System
Model to Download
Steel frame structure with photovoltaic system Snow load analysis.
Model Used in
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.
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SHAPE-THIN determines the effective cross-sections according to EN 1993-1-3 and EN 1993-1-5 for cold-formed sections. You can optionally check the geometric conditions for the applicability of the standard specified in EN 1993‑1‑3, Section 5.2.
The effects of local plate buckling are considered according to the method of reduced widths and the possible buckling of stiffeners (instability) is considered for stiffened sections according to EN 1993-1-3, Section 5.5.
As an option, you can perform an iterative calculation to optimize the effective cross-section.
You can display the effective cross-sections graphically.
Read more about designing cold-formed sections with SHAPE-THIN and RF-/STEEL Cold-Formed Sections in this technical article: Design of a Thin-Walled, Cold-Formed C-Section According to EN 1993-1-3.
- How do I display some results of all load cases in the printout report, but other results of the selected load cases only?
- Where do I find the setting to specify the entered structural component as a "wall" or "slab"?
- Is it possible to set user-defined values when viewing solid stress results?
- Which Dlubal Software programs are required to calculate membrane and tensile structures?
- How can I additionally model welds for the connection of two surfaces with a contact solid?
- Are the Dlubal Software programs suitable for the analysis and design of hydraulic steel structures?
- I would like to analyze cable and tensile structures. Is it possible to use RFEM or RSTAB for this?
- In connection with the calculation according to the large deformation analysis, I get significantly smaller deformations than for the calculation according to the linear static or second-order analysis. How is this possible?
- I compare 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 is the reason?
- "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?