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Frequently Asked Questions (FAQ)
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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.
AnswerFor rod end joints where the reference system is related to the local rod axes, the joint is placed directly on the rod end or rod end. If the joint is to act directly at the node, the reference system must be related to the global axis system.
AnswerPlease check the input of the load in the input dialog "1. 4 Load "in the register" Characteristic values ".One possible source of error is that you have selected the individual load cases (eg dead weight, wind, etc.) for the design. Possibly. these load cases are then additionally set as "Constant". See Figure 01.The program will now apply both load cases for the detection of the 1st core width.This is not correct. For the proof of the 1st core width, only the load from a continuous action is to be used.For the proof of the 2nd kernel width, the load has to be determined from a "permanent and changeable combination". This means that you need either a load combination (LK) or a combination of results (EK). The input of a load case (here only wind) is also wrong, since hiebei the low-acting vertical component of the ballast is missing. Therefore, you get too large foundations or have to enter a high load as a "constant load", so that the proof is met.So you should create for this situation a LK in which the "constant and variable actions" are summarized and these start for the design in FUND Pro. Pay attention to the assignment of this LK in a "constant + variable action". See Figure 02.
There are basically two options here:
- The use of rod eccentricities, see technical contribution Consideration of rod and surface eccentricities
- In the case of, for example, differently defined rod end joints in combination with different dimensions of offsets, the use of couplings or rigid rods may help, see Figure 1
In Window 2.2 "Member Loads," you can define the eccentricity of the load by scrolling to the right in the table.
By using a button, you can also graphically select the stress points of a cross-section and thus define the eccentricity on the basis of the cross-section (see figure).
Since program version 5.19, the eccentric load introduction can also be directly considered in RFEM by using the member loads (see Figure 1). The eccentric load introduction can be applied for the "Force" load type.
Alternatively (for example in RSTAB), you can also consider a connection with a rigid member to consider external concentrated loads that act eccentrically on the member. The rigid member is to be connected perpendicularly to the corresponding member. The length of the rigid member corresponds to the amount of the eccentricity (see Figure 2).
Alternatively, you can enter the torsional moment due to the eccentric load introduction as external loading (also for eccentric member loads). Thus, the eccentric action would be considered and the definition of a rigid member would not be necessary (see Figure 3).
The rod type "rib" is primarily suitable for reinforced concrete elements, since the participation of the plate in the design is usually taken into account here. When defining the "rib" type of bar, the integration of the internal forces as a result of plate participation is carried out internally in the program.
If you decide on the type of rod "rib", note the activation / deactivation of the effective participation of the surface, see Project Navigator "Show", "Results".
If internal forces are required exclusively for the rod without taking into account the plate interaction, the rod type "eccentric bar" must be selected.
In the design with the aid of an additional module, the same results apply to the "rib" rod type as to an eccentric beam rod.
AnswerThe Lx and Ly to be defined in the module reflect the Li floor dimension perpendicular to the seismic action. From each individual horizontal force (per FE nodal mass), a torsional moment Mi over -0.05 Li is determined.
Then, the double amount of exported load cases is shown, once with the torsional moment Mi rotating in positive and once in negative direction.
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