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Useful Program Features
The Knowledge Base includes technical articles on a wide array of structural analysis and design topics.
These articles are intended to help you navigate through the Dlubal programs, learn efficient tips and tricks, and provide further insight to the program features.
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The fundamental requirements of a structural system are, according to the basis of structural design, sufficient ultimate limit state, serviceability and resistance. Structures must be designed in such a way that no damage occurs due to events such as the impact of a vehicle.
In addition to determine loads, there are some particularities concerning the load combinatorics in timber design which have to be considered. Contrary to steel structures where the largest loading results from all unfavorable actions, in timber construction, the strength values are dependent on the load duration and the timber humidity. Special characteristics have to be considered as well for the serviceability limit state design. The following article discusses the effects on the design of wooden elements and how this is possible with RSTAB and RFEM.
There are several options to calculate a semi-rigid composite beam. They differ primarily in the type of modeling. Whereas the Gamma method ensures a simple modeling, additional efforts are required when using other methods (e.g. shear analogy) for the modeling which are, however, offset by the much more flexible application compared to the Gamma method.
RFEM offers the possibility to model also curved beams. To do this, a curved line must be created first (see Figure 01).This line can then be assigned a beam with a cross-section. The advantages over modeling with beam segments are the easier handling during the modeling as well as the clearer results output of the internal forces.
RFEM and RSTAB allow you to easily consider wind load effects on a three-dimensional building according to ASCE/SEI 7‑16 . This article explains the complex theory of entering wind loads in the software. You can find the wind load under “Tools” → “Generate Loads” → “From Wind Loads.”
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. It offers the option to determine internal forces of the wall susceptible to buckling according to the second-order analysis considering the 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).
This post describes two practical examples based on the Eurocodes where the reduction of combinations is reasonable. There is a large number of various National Annexes as well as several material standards (EC 2 to EC 9) that are not in compliance with the rules for structural design (EC 0).
In the case of tension connections with cleats subjected to unilateral loading, the external members (side timber) are loaded by an additional bending moment due to the eccentric load distribution. However, this fact is not mentioned in EN 1995‑1‑1 and is considered in the National Annex to DIN EN 1995‑1‑1 by the reduction of the tensile strength. This reduction depends on the pull‑off strength of the fasteners.
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