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Frequently Asked Questions (FAQ)
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Yes, this is possible.To do this, switch to the input dialog box “1.3 Materials”. There, you can deselect the “Available Reinforcing Steel Mats” and select the rebars that you want to consider for the reinforcement of the foundation.Alternatively, it is also possible to specify an alternative reinforcement proposal for the foundation plate in dialog boxes 2.4 or 2.5 after calculation made before, whereby this proposal would not take into account e.g. any mesh reinforcement.After having changed the provided reinforcement in dialog boxes 2.4 and 2.5, it is necessary to calculate the result once again. If you switch to another dialog box after making a modification to the reinforcement, a message appears informing you of the required recalculation of the results.
AnswerIn case of the result values are displayed in red, it refers to an error message.The defined thickness z is then not sufficient. The standard specifies that the thickness must be calculated up to the value where sigma_Z is ≦ 0.2* sigma_ü. In the graphic, 0.2 * sigma_ü is displayed as a gray line, sigma_Z as red.The layer structure should have such a thickness that both lines intersect.In Figure 1, the two lines do not intersect, so that the values are displayed in red and a sufficient thickness must be defined.
AnswerOften, these problems can be solved easily and effectively.
Especially in the edge areas of plates, the results often oscillate. In this case, the result can be improved by modeling a foundation collar with a negligible thickness around the surface. It is assigned the same foundation as the main plate. The support collar shows the edge area of the slab more accurately and the convergence behavior is often better.It is important that the foundation collar at least reaches sufficiently far that the settlement depression has subsided completely. Thus, it is also possible to graphically represent the influence of settlement on surrounding buildings graphically.
AnswerAs you have already mentioned, the design according to EN 1992-1-1 and EN 1997-1 is available in RF-FOUNDATION Pro.The reinforced concrete design according to DIN 1045-1 or DIN 1045 or the geotechnical designs according to DIN 1054 can be carried out in the predecessor module RF- / FOUNDATION.You can find the RF-FOUNDATION add-on module in the Data navigator under the add-on modules or in the menu under "Add-on Modules"> "Foundations".In the detail settings (see Figure 02), you can set the standard according to which the reinforced concrete design should be carried out.
AnswerYes, that is possible. If a nodal support in RSTAB or RFEM is arranged at a certain angle, the geometry of the foundation at the node is also oriented according to this coordinate system (see Figure 1).
AnswerWith the default setting calculation in RF- / FOUNDATION Pro, the foundation plate is analyzed as a "slack plate".However, the export of support spring constants from RF- / FOUNDATION Pro is only available if the calculation has been performed as a "rigid plate" beforehand.To do this, open the "Details" and the "Settings for the settlement calculation" and select the "Iterative calculation of the reference ground stress by applying a rigid foundation plate". See picture 01.After the calculation by applying a rigid foundation plate, the option for the export of support spring constants is available in the RF-/ FOUNDA Catalog menu. See Figure 02.
I have a foundation that is supported by adjoining frost aprons (breaker bars) in one direction (X- or Y-direction). From the determination of internal forces in RFEM, I receive horizontal support forces in X- and X-direction. This is also correct. Due to the frost aprons, the foundations are supported in X-direction. Can I "switch off" or not consider a support reaction from RFEM for the foundation design in RF- / FOUNDATION Pro?
AnswerYes, this is possible.You can find the control in the design details of the respective design case in RF- / FOUNDATION Pro.On the one hand, you can select the Support Load (Px, Py, Pz, Mx or My), which should not be taken into account in the design. On the other hand, you can also decide if forces or moments should only be deactivated for a certain direction or for all directions.However, it is important that the deactivation of the support load is effective for all designs of the design case. If you want to deactivate the support load Px only for the design of sliding, but not for all other designs, you can control it with two design cases.
AnswerWe would like to give the user as much freedom as possible when controlling the designs in RF- / FOUNDATION Pro. By default, the relevant designs according to EN 1992-1-1 and EN 1997-1 are activated when creating a new case.Some of them can be deactivated. On the one hand, if a design is not necessary due to the structural design of the foundation. On the other hand, for testing or verification purposes.Please note, however, that at least one geotechnical design according to EN 1997-1 must be activated.
AnswerThe static height d for the proof "bending resistance safety equivalent beam" is given by the plate thickness minus the set concrete cover on the underside of the block foundation, the diameter of the regular bending reinforcement of the plate on the underside in both directions and half the diameter of the reinforcement of the "replacement beam".The static height d is taken into account differently in both directions (bending around the x and the y axis). This must be taken into account when evaluating the calculation in the result table 2.2 "Essential proofs - resistance to bending damage - replacement beams".
AnswerThe reason for the error message is the different heights of the floor slabs.Figure 1 shows that the program has several levels of soil layergenerated to the soil layer between the individual soil samples. Due to the differentHeights of the floor slabs would theoretically cause some surfaces to hang in the air (thus the error message is displayed).There is a function in RF-SOILIN that can describe additional geological regions (see Figure 2 and Figure 3).
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