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Frequently Asked Questions (FAQ)
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AnswerYou can either define the nodal support or the intermediate restraint in RF- / STEEL EC3.If you already have nodes in your actual RFEM or RSTAB model, we recommend directly entering the nodal support in the 1.7 dialog box, because you can select the nodes directly in the model. See Figure 01.If you want to consider intermediate storage at a point in a horizontal beam where you do not have a node available in your actual system, you can use the intermediate support and select the intermediate support (for example Preload (lateral / torsional restraint)). See Figure 02.
AnswerIn most cases, these new elements only have to be added in the relevant add-on module. In Figure 1, you can see that the tick for "all" is not set and therefore new elements have to be added manually.
With the COM interface, you can access most operating elements as well as results of the following programs or add-on modules:
- RF- / STEEL EC3
- RF- / CONCRETE
- RX-TIMBER Glued-Laminated Beam
- RF-/TIMBER Pro
- RF- / DYNAM Pro
AnswerThe module works according to DIN 18800 where a design with torsional forces is not possible. However, an elastically plastic design with torsion is possible with the STEEL EC3 add-on module.
AnswerIn order to carry out a fire protection certificate in STEEL EC3, you must select a load case or a load combination in the "Fire protection" tab for which the fire protection certificate is to be carried out.As soon as you have selected a load for the fire protection certificate, an additional mask "Fire protection bars" or "Fire protection - Rod sets" appears in the module navigator on the left (if rod sets are to be dimensioned in the module case). In this screen 1.10 or 1.11 further settings for the fire protection proof of the component can be set.Further detail settings (eg. example required duration of fire protection, etc.) can also be found by pressing the [Details ...] button and selecting the "Fire protection" tab.Further information can be found in the manual for STAHL EC3.
This is because the effective lengths or buckling lengths of members and sets of members differ. While the effective length is used for the stability analysis for members, RFEM takes the length of the summarized members for the set of members.
The frame shown in Figure 01 consists of a horizontal beam that is divided into four equally long members. In addition, a set of members is created for the four members. The stability analysis is carried out for both cases according to the equivalent member method.
For the design of members, the program calculates with a length of 1.00 m in each case. In contrast, the set of members has a length of 4.00 m (see Figure 02). This difference in length naturally affects the stability design, which means that the capacities are also different (see Figure 03).
In addition, it is not recommended to calculate all members and sets of members in a single design case because this leads to falsified results.
AnswerThis effect usually occurs in DUENQ cross-sections. When modeling the cross-sections, it should always be ensured that the inputs for height and thickness were not reversed for the elements (see Figure 1).
AnswerFor a vault-free cross-section, a proof of the complete system is recommended using theory II. Order - internal forces and local imperfections. The entry of the effective lengths and nodal bearings (with staff sets) can thus be omitted. However, please activate gamma_M1 for cross-section verification.
AnswerUnfortunately not. Intermediate supports and nodal supports have to be set manually. The default configuration for effective lengths is 1,0*member length and for set of members, one nodal support with definition u_y' and phi_x' is defined on each side of the set of member.To speed up the process of defining nodal supports, you can pick more nodes in one step by using the highlighted function in the attached picture.
AnswerThe modulus of elasticity of the material is reduced for the proofs according to EC 3, but not for the internal forces, since this is not intended according to the method of DIN EN 1993-1-2. It is always assumed that the structure is cold. In the calculation of the internal forces, one has to take into account only the internal constraint of temperature stress, if this is present.
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