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I get internal forces which I didn’t expect because they don’t correspond to the release definitions, for example. What can be the reason?
FAQ 002267 EN Results RFEM RSTAB
Answer
In the “Calculation Parameters” dialog box in RFEM, you will find the option “Refer internal forces to deformed structure.”
We will illustrate the meaning of this option by means of the simple example of a loaded cantilever (see picture).
The loading of the cantilever causes a small rotation at node 3. If you calculate according to second order analysis by using this check box, you can also decide whether the internal forces at this node are related to the original or the rotated coordinate system. If the system is calculated according to first order theory, the following internal forces result (RO 101,6×3.6, S235):
N_{x} = 0
V_{y} = 0
V_{z} = 3,00 kN
M_{x} = 0
M_{y} = 9,00 kNm
M_{z} = 0
The forces and moments can be understood as vectors (Equation 1 and Equation 2). At node 3, a rotation results according to Equation 3.
Thus, the local member axes system is rotated by the angle φ_{y}. Now, the internal forces are converted to the rotated coordinate system. This is done by multiplying the vector by the socalled rotation matrix (http://en.wikipedia.org/wiki/Rotation_matrix). The rotation matrix for the rotation about the yaxis is given in Equation 4. The conversion is carried out by using the Equatione 5 and 6. Equation 7 is obtained by substituting the numbers.
The calculation shows that a small part of the transverse force becomes a tensile force:
N_{x} = 0,4326 kN
V_{y} = 0
V_{z} = 2,969 kN
The moment vector does not change.
The calculation of this simple example can be checked as shown in Equation 8.
Thus, we can see the effect of this calculation option. But what are the “right” internal forces? The internal forces related to the rotated coordinate system are certainly more exact. Preconditions for the second order calculation, however, are small torsions. Therefore, the results may not differ significantly. If they do, the large deformation analysis is necessary and the results are always related to the rotated coordinate system. In first order analysis, the internal forces are always related to the original coordinate system. 
Which resources are available to perform the pushover analysis?
FAQ 002258 EN Addon modules RFDYNAM Pro RFDYNAM Pro  Equivalent Loads RFEM
Answer
In RFEM, it is possible to calculate a pushover curve (also called capacity curve). The pushover curve data can be exported to Excel. Important steps in order to evaluate this nonlinear curve are listed below:
 Comprehensive definition of nonlinear hinges
 Plastic hinges in accordance to FEMA 356: This is a nonlinear hinge (elastic‑plastic or rigid‑plastic) with default values for yielding points in the hinge diagram and acceptance criteria, both for steel members (Chapter 5 in FEMA 356). The yielding limits of the members are dependent on the cross‑sections and are set automatically. For moment hinges, the diagram parameters and acceptance criteria are interpolated for different type of cross‑sections. You can adjust all the values of a 'FEMA' hinge using your own user‑defined values. Figure 1 shows the Plastic Hinge dialog box.
Plastic hinges in accordance to EN 1998‑3: This is a nonlinear hinge with a bilinear definition. The bilinear hinges include predefined values for the yielding points in the hinge diagram, acceptance criteria, and yielding limits of the cross‑sections. These values can also be adjusted manually.
The plastic hinges are displayed with various colors when viewing the results of several load steps. The colors depend on the state of plasticity. This is very useful to identify exceeded acceptance criteria.  Instead of using hinges, you can use the 'Plastic Hinge' type of member nonlinearity in RFEM. In the relevant dialog box, you can define perfectly plastic behavior and set the yielding limits manually. The main advantage of this option is that the location of the plastic hinge is found automatically during the iterative calculation. See Figure 2 for further explanation.
 Plastic hinges in accordance to FEMA 356: This is a nonlinear hinge (elastic‑plastic or rigid‑plastic) with default values for yielding points in the hinge diagram and acceptance criteria, both for steel members (Chapter 5 in FEMA 356). The yielding limits of the members are dependent on the cross‑sections and are set automatically. For moment hinges, the diagram parameters and acceptance criteria are interpolated for different type of cross‑sections. You can adjust all the values of a 'FEMA' hinge using your own user‑defined values. Figure 1 shows the Plastic Hinge dialog box.
 Definition of load pattern for nonlinear analysis
You can manually define loads in a specific load case, for example a uniform load pattern.
To achieve load distribution in accordance to a mode shape of your structure you can use RF‑DYNAM Pro  Equivalent Loads. This add‑on module calculates eigenvalues, mode shapes and equivalent loads by using the multi‑modal response spectrum analysis. For each selected eigenvalue, the program automatically exports the equivalent loads into a load case in RFEM.
 Load increments in RFEM
In the calculation parameters of load cases, you can define an incrementally increasing load. The results of each load step can then be analyzed. When using 'Plastic Hinges', you can easily evaluate the plasticity states due to the color marking of the hinges. It is important to scale the exported equivalent loads from RF‑DYNAM Pro to avoid load increments in too large steps.
Figure 3 shows a load case exported from RF‑DYNAM Pro and the recommended calculation parameters.
 Calculation diagrams for creating pushover curve
These diagrams are available in the 'Global Calculation Parameters' dialog box. Here you can set the sum of support forces on the vertical axis and the deformation in a roof plane on the horizontal axis and thus obtain the required pushover curve. The data can easily be exported to Excel. The pushover curve is displayed in Figure 4.
Figure 5 shows the color representation of the plastic hinges. The color scale can display the hinge diagram parameters or the acceptance criteria.
The continuing pushover analysis (determination of the inelastic spectrum and performance point) can further be carried out in an external program (for example Excel).
 Comprehensive definition of nonlinear hinges

My structure is unstable. What can be the reason?
FAQ 002257 EN Modeling  Structure RSTAB RFEM RFSTABILITY RSBUCK
Answer
There can be different reasons for an unsuccessful calculation due to an instable. On the one hand, this can indicate a “real” instability due to an overloading of the system. On the other hand, the error message can result from inaccuracies in the model. Below you find a possible procedure for discovering the reason for this instability.
First of all, you should check if there are errors in the model. For example, you can calculate the structure only with its selfweight in a load case according to the linear static analysis. If results are displayed afterwards, the structure is stable concerning the model. If this is not the case, the most common cases are the following (see Video 1):
 Supports are missing or have been defined incorrectly
 Members are twisted about their own axis (torsional releases are defined at both member ends)
 Members are not connected with each other (Tools > Model Check)
 Nodes seem to be in the same place, at a closer look they deviate minimally from each other (common cause at CAD import, Tools > Model Check)
 Member end releases/line hinges cause a "chain of releases"
 Stiffening of the structure is not sufficient
 Failure of nonlinear structural elements (for example tension members)
Figure 2 shows the latter point. You can see a hinged frame which is stiffened by tension members. Due to the column contractions as a result of the vertical loads the tension members receive minor compressive forces during the first calculation. They are removed from the structure (because only tension can be absorbed). During the second calculation, the model is then unstable without these tension members. There are several ways to solve this problem. You can assign a prestress (member load) to the tension members to "eliminate" the minor compressive forces, allocate a little stiffness to the members (see Figure 2) or have removed the members successively during the calculation (see Figure 2).
The RFSTABILITY addon module (RFEM) may be useful if you want to display graphically the reason for instability. Use the "Calculate eigenvector for unstable model ..." option (see Figure 3) to calculate supposedly unstable structures. On the basis of the structural data, an eigenvalue analysis is performed so that the instability of the structural component in question is displayed graphically.
If load cases/load combinations can be calculated according to the linear static analysis and the calculation is only cancelled when performing the secondorder analysis, it is mostly caused by a "critical load problem" (critical load factor less than 1.0). The critical load factor indicates the number by which the load must be multiplied so that the model under the associated load becomes unstable (buckling). It follows that a critical load factor less than 1.0 leads to an unstable structure. Only a positive critical load factor higher than 1.0 makes it possible that the loading due to specified axial forces multiplied by this factor results in buckling of the stable structure. To be able to determine the "weak point", we recommend the following procedure which requires the RSBUCK (RSTAB) and RFSTABILITY (RFEM) addon module (see Video 2):
First of all, the load of the concerned load combination should be reduced until the load combination becomes stable. The load factor in the calculation parameters of the load combination is a useful tool here (see Video 2). This also corresponds to manually determining the critical load factor if the RSBUCK and RFSTABILITY addon module is not available. Based on this load combination, you can then calculate the buckling modes in the RSBUCK and RFSTABILITY addon module and display the results graphically. By displaying the results, you can detect the "weak point" in the structure and then optimize it systematically.
Attachments
Video 1en.wmv (16.60 MB)
Video 2en.wmv (18.98 MB)

How can I consider tension members in RF/DYNAM Pro?
FAQ 002237 EN Addon modules DYNAM Pro RFDYNAM Pro DYNAM Pro  Equivalent Loads RFDYNAM Pro  Equivalent Loads DYNAM Pro  Natural Vibrations RFDYNAM Pro  Natural Vibrations
Answer
To study a system with tension members in RF/DYNAM Pro it is recommended to define several Natural Vibration Cases (NVCs) and to use the stiffness modification options. The natural vibration analysis is a linear analysis of frequencies and mode shapes, tension members are considered as trusses in RF/DYNAM Pro and can cope with tension and compression to the same degree. To estimate how the frequencies change when the tension members fail you can import this initial state into RF/DYNAM Pro via a Load Case where you deactivate the members manually or via a Load Case where the tension members failed due to the load state. The defined NVCs can be assigned to Dynamic Load Cases (DLCs) to perform, for example, a response spectrum anaylsis with the export of equivalent loads (addon module RF/DYNAM Pro Equivalent Loads).
The equivalent loads that are exported into Load Cases in the main program RFEM / RSTAB are evaluated with consideration of all nonlinearities, in some cases this can lead to conflicts. An example is illustrated in the picture. In the first case no stiffness modifications are used in RF/DYNAM Pro and therefore all members are considered in the dynamic analysis, but in RFEM / RSTAB the tension member fail due to equivalent loads. When you want to perform a completely linear analysis you must deactivate the nonlinearities in RFEM / RSTAB. In the second and third illustrated case an initial condition is imported where the tension members are not available. The equivalent loads are therefore based on the same structure as the structure for the calculation of internal forces and deformations.
In the response spectrum analysis or the time history analysis with the addon module RF/DYNAM Pro Forced Vibrations the modified stiffness of the Natural Vibration Cases (NVCs) is also used for the calculation of further results. The overall linear analysis with consideration of initial conditions is performed within the module RF/DYNAM Pro. 
How can I transfer a softlock if RSTAB and/or RFEM are already installed on both computers?
FAQ 002229 EN Licensing & authorisation
Answer
In this case, use the RUS tool for transferring the software licence.
The link for downloading the RUS tool as well as detailed instruction is available in the document REHOSTINGEN.REHOSTINGEN.pdf (617 kB)

Is there a possibility for network licenses to see who is currently using them?
FAQ 002220 EN General RFEM RSTAB 5.xx 8.xx
Answer
The administration interface can be accessed via http://localhost:1947. No further installation i srequired because this service is available after the installation of the dongle driver.
All Sentinel dongles are displayed in the option Sentinel Keys. By clicking on one of these dongles you get to the address of the server.
Our licenses are displayed with the vendor number 48521. If you select the option Sessions here, you can see who is using which license. 
When exporting to Autodesk AutoCAD Structural Detailing, an error message "Load case not found" appears. What is the cause?
FAQ 002154 EN Import/Export & BIM RFEM RFCONCRETE 5.xx
Answer
The interface "Autodesk AutoCAD Structural Detailing" allows you to export the results of the RF‑CONCRETE Surfaces addon module including the geometry directly to AutoCAD Structural Detailing. Since no RF‑CONCRETE Surfaces case has been created in your model, an error message appeared saying that no load case was found.

How can I deactive individual internal forces for design in CONCRETE or RFCONCRETE Members (for example torsional moment MT for ribs)?
FAQ 002142 EN Addon modules CONCRETE RFCONCRETE 8.xx 5.xx
Answer
The internal forces to be considered in design can be found in the "1.6 Reinforcement" window, "Reinforcement Layout" tab. Here you can select the internal forces, which should not be taken into account for the respective reinforcement group. Please note that this setting is valid for all members of the reinforcement group. You should use this function carefully.

After starting the calculation, RF/FRAMEJOINT Pro appears in the "1.4.1 Beam on the right  Part 1" window and the following error message appears: "The value is out of the allowed range. Design Value: 6.00  Min. value: 7.50". There seems to be no correlation with this window. What is the mistake?
FAQ 002141 EN Addon modules FRAMEJOINT Pro RFFRAMEJOINT Pro 8.xx 5.xx
Answer
The beam is a rolled section with welded taper from sheets or an Isection. In order to use such a crosssection in RF/FRAMEJOINT Pro, the web thickness of the welded component has to have at least the same value as the main crosssection web.

I cannot create linear dimensioning. Why?
FAQ 002132 EN Modeling  Structure RFEM RSTAB 5.xx 8.xx
Answer
Please note, that the object snap must be activated when inserting new linear dimensioning. Furthermore, you can activate the corresponding objects for snapping in the "Work Plane and Grid/Snap" dialog box, "Object Snap" tab.
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