Answer:
In the navigator of the printout report, some chapters are marked with a red pin. This chapter starts on a new page.
If you remove the pin, you will not get a blank space on your sheet; the chapters will be moved together.
Question
I noticed that some tables in the printout report are only displayed on one side, and thus there are empty areas. Is it possible to change that?
Do you have any questions?
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When calculating the internal forces for the buckling analysis with the method based on nominal curvature in RF‑CONCRETE Columns, the required eccentricities have to be determined.
Effective lengths for columns can be determined automatically with RF-/CONCRETE Columns. This article describes which entries are necessary and how the calculation of the effective lengths is performed.
The fatigue design according to EN 1992-1-1 must be performed for the structural components subjected to large stress ranges and/or many load changes. In this case, the design checks for the concrete and the reinforcement are performed separately. There are two alternative design methods available.
Using an example of a steel fiber-reinforced concrete slab, this article describes how the use of different integration methods and of a different number of integration points affects the calculation result.
Do you have individual column sections and angled wall geometries, and need punching shear design for them?
No problem. In RFEM 6, you can perform punching shear design not only for rectangular and circular sections, but for any cross-section shape.
For a response spectrum analysis of building models, you can display the sensitivity coefficients for the horizontal directions by story.
These key figures allow you to interpret the sensitivity to stability effects.
The modal relevance factor (MRF) can help you to assess to which extent specific elements participate in a specific mode shape. The calculation is based on the relative elastic deformation energy of each individual member.
The MRF can be used to distinguish between local and global mode shapes. If multiple individual members show significant MRF (for example, > 20%), the instability of the entire structure or a substructure is very likely. On the other hand, if the sum of all MRFs for an eigenmode is around 100%, a local stability phenomenon (for example, buckling of a single bar) can be expected.
Furthermore, the MRF can be used to determine critical loads and equivalent buckling lengths of certain members (for example, for stability design). Mode shapes for which a specific member has small MRF values (for example, < 20%) can be neglected in this context.
The MRF is displayed by mode shape in the result table under Stability Analysis → Results by Members → Effective Lengths and Critical Loads.
You can use the "Plate Cut" component to cut plates (for example, gusset plates, fin plates, and so on). There are various cutting methods available:
- Plane: The cut is performed on the closest surface to the reference plate.
- Surface: Only the intersecting parts of plates are cut.
- Bounding Box: The outermost dimension consisting of width and height is cut out of the plate as a rectangle.
- Convex Envelope: The outer hull of the cross-section is used for the plate cut. If there are fillets at the corner nodes of the cross-section, the cut is adapted to them.
My model is unstable. What could be the reason?
Is it also possible to perform crack width analysis according to EN 1992‑1‑1, Section 7.3, in RF‑/FOUNDATION Pro?
After dividing a column with intermediate nodes, the results in the RF‑/CONCRETE Columns add-on module are different from those before the division. What can be the reason?
Is it possible to use high-strength reinforcement or high-strength reinforcing steel in the RF‑CONCRETE add-on modules?
Is it possible to hide the load case description in the graphic?
I have simulated a bored pile using a member, and now I want to simulate the surface friction with a member foundation. Can I also enter this member elastic foundation linearly variable along the height?
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