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Wind Simulation & Wind Load Generation
With the stand-alone program RWIND Simulation, wind flows around simple or complex structures can be simulated by means of a digital wind tunnel.
The generated wind loads acting on these objects can be imported to RFEM or RSTAB.
This example has been described in the technical literature  as Example 9.5 as well as in  as Example 8.5. The lateral-torsional buckling analysis is to be performed for the main stage beam under consideration. It is a uniform structural component. The stability analysis can therefore be carried out according to clause 6.3.3 of DIN EN 1993-1-1. Due to the uniaxial bending, it would also be possible to design the general method according to Section 6.3.4. In addition, the determination of M cr on the idealized member model is to be validated with an FEM model within the framework of the above-mentioned methods.
Shell buckling is considered to be the most recent and least explored stability issue of structural engineering. This is less due to a lack of research activities, but rather due to the complexity of the theory. With the introduction and further development of the finite element method in structural engineering practice, some engineers no longer have to deal with the complicated theory of shell buckling. Evidence of the problems and errors to which this gives rise is very well summarized in .
Buckling analysis according to the effective width method or the reduced stress method is based on the determination of the system critical load, hereinafter called LBA (linear buckling analysis). This article explains the analytical calculation of the critical load factor as well as utilisation of the finite element method (FEM).
Critical load factors and the corresponding mode shapes of any structure can be efficiently determined in RFEM and RSTAB using the RF-STABILITY or RSBUCK add-on module (linear eigenvalue solver or nonlinear analysis).
Stability Analysis of Two-Dimensional Structural Components on Example of Cross-Laminated Timber Wall 3
This article explains the alternative to the equivalent member method offering the option to determine the internal forces of the wall susceptible to buckling according to the second-order analysis considering imperfections and to subsequently perform the cross-section design for bending and compression.
Stability Analysis of Two-Dimensional Structural Components on Example of Cross-Laminated Timber Wall 2
The following article describes design using the equivalent member method according to  Section 6.3.2, performed on the example of cross-laminated timber wall susceptible to buckling described in Part 1 of this article series. The buckling analysis will be performed as a compressive stress analysis with reduced compressive strength. For this, the instability factor kc is determined, which depends primarily on the component slenderness and the support type.
Stability Analysis of Two-Dimensional Structural Components on Example of Cross-Laminated Timber Wall 1
Basically, you can design structural components made of cross-laminated timber in the RF-LAMINATE add-on module. Since the design is a pure elastic stress analysis, it is necessary to additionally consider the stability issues (flexural buckling and lateral-torsional buckling).
The RF‑STABILITY and RSBUCK add‑on modules for RFEM and RSTAB allows you to perform eigenvalue analysis for frame structures in order to determine critical load factors including the buckling modes. It is possible to determine several buckling modes. They provide information about the model areas bearing stability risks.
The following post verifies the determined mode shapes or critical load factors of the previous beam structures using an FE model in RFEM (surface elements) and RF‑STABILITY.
The previous post on this topic describes instabilities that may occur when using tension members. The example shown refers primarily to wall stiffening. Now, instability error messages can also refer to nodes within the range of supports. Especially truss girders and support trusses are susceptible to this. So what causes the instability here?
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