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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.
Yes, 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).
I have a foundation, which is held by subsequent frost aprons (Zerrbalken) in one direction (X or Y direction). From the internal force determination in RFEM I get horizontal bearing forces in the X- and X-direction. This is correct so far. Due to the frost aprons, the foundations are stored in the X-direction but. Can I "switch off" or ignore a bearing response from RFEM for the design of the foundation in RF- / FUND Pro?
AnswerYes, this is possible.You will find the controller in the design details of the respective design case in RF- / FUND Pro.On the one hand, you can select the bearing load (Px, Py, Pz, Mx or My) that should not be taken into account in the design. On the other hand, you can also determine whether the forces or moments should only be deactivated for a specific direction or for all directions.It is important, however, that disabling the bearing load works for all proofs of the design case. If the bearing load Px is to be deactivated only for the proof of sliding, but not for all other checks, then you can control this with two design cases.
AnswerWe want to give the user as much freedom as possible in controlling the proofs in RF- / FUND Pro. By default, the relevant verifications according to EN 1992-1-1 and EN 1997-1 are activated when creating a new case.These can be partially deactivated. On the one hand, if proof is not required due to the structural design of the foundation. On the other hand for testing or verification purposes.However, it should be noted that at least one geotechnical certificate 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.In picture 1 you can see that the program has several levels of soil layergenerated to the soil layer between the individual soil samples. By the different onesHeights of the floor slabs would theoretically hang some surfaces in the air (thus the error message).There is a function in RF-SOILIN that can describe additional geological regions (see Figure 2 and Figure 3).
AnswerYes, the calculation also works with volume cores. Important for the calculation is only that the solid must be embedded with one surface side (base plate). This means that a storage of the volume body is only possible with linear bearings for the calculation by means of RF-SOILIN.
AnswerIf you "lay out" the dimensions of the foundation plate, then the option to save the foundation dimensions is inactive. Even if results from a previous calculation are already stored and available. See picture 01.However, after the first calculation in the "layout" mode, you can use the configured dimensions of the foundation plate as the "start values" for a new calculation using the "Apply foundation plate dimensions from the calculation" button. See Figure 02.This deletes the results from the first calculation and runs the program in Define Dimensions mode. In this mode, the option to save the foundation dimensions in the foundation library is now also available. See picture 03.
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