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The determined values for the influence ordinates are displayed as decimal numbers with up to six decimal places by default. This is usually sufficient for the influence lines of internal forces.
For structural reasons, shear connections usually include fin plates or flange angles. Main and secondary beams arranged on the top edge require notching or long fin plates. Hinged end plate connections are often welded to the web.
In January 2015, DIN Committee NA 005‑08‑23 Steel Bridges applied the introduction of a modification in equation 10.5 of DIN EN 1993‑1‑5. This involves the interaction of longitudinal and transverse pressure in a buckling analysis. Now, the interaction equation provides for auxiliary factor V, which is calculated from the reduction factors of the longitudinal and transverse stresses.
The CSA S16:19 Stability Effects in Elastic Analysis method in Annex O.2 is an alternative option to the Simplified Stability Analysis Method in Clause 8.4.3. This article will describe the requirements of Annex O.2 and application in RFEM 6.
Both the determination of natural vibrations and the response spectrum analysis are always performed on a linear system. If nonlinearities exist in the system, they are linearized and thus not taken into account. They are caused by, for example, tension members, nonlinear supports, or nonlinear hinges. This article shows how you can handle them in a dynamic analysis.
Diagonals of double angles are used for pipe bridge construction and for truss girders, among other things. They are usually subjected to tension, but it is necessary to transfer them in smaller compression forces with regard to the load application. In the case of slender diagonals in particular, you should also consider the bending due to self‑weight.
In the RF‑/HSS add‑on module, you can analyze the connections for nodes at which hollow sections join. RF‑/HSS performs the ultimate limit state designs according to EN 1993‑1‑8:2005.
Torsional buckling analysis of transverse and longitudinal stiffeners with open cross-sections is described in DIN EN 1993-1-5, Chapter 9. There is a difference between the simplified method and the precise method, which takes into consideration the warping stiffness of the buckling panel. The simplified method applies Equation 9.3 of DIN EN 1993‑1‑5. If warping stiffness is to be taken into account, either Eq. 9.3 or Eq. 9.4 should be followed. Both design methods are implemented in PLATE-BUCKLING.
According to Clause 6.2.2 (6) of EN 1993‑1‑8:2010‑12, you can apply friction using the friction coefficient to design the shear capacity.
In the following example, the stability analysis of a steel frame can be performed according to the General Method in compliance with EN 1993‑1‑1, Sect. 6.3.4 in the RF‑/STEEL EC3 add-on module. The first of my three posts shows the determination of the critical load factor for design loads required by the design concept, which reaches the elastic critical buckling load with deformations from the main framework plane.
- 000945
- Add-on Modules
- RF-FRAME-JOINT Pro 5
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- JOINTS Steel | Column Base 8
- JOINTS Steel | DSTV 8
- JOINTS Steel | Pinned 8
- JOINTS Steel | Rigid 8
- JOINTS Steel | SIKLA 8
- JOINTS Steel | Tower 8
- JOINTS Timber | Steel to Timber 8
- JOINTS Timber | Timber to Timber 8
- RF-JOINTS Steel | SIKLA 5
- RF-JOINTS Steel | Column Base 5
- RF-JOINTS Steel | DSTV 5
- RF-JOINTS Steel | Pinned 5
- RF-JOINTS Steel | Rigid 5
- RF-JOINTS Steel | Tower 5
- RF-JOINTS Timber | Steel to Timber 5
- RF-JOINTS Timber | Timber to Timber 5
- FRAME-JOINT Pro 8
- Steel Structures
- Timber Structures
- Steel Connections
- Eurocode 3
- Eurocode 5
In addition to the result tables, you can create three-dimensional graphics in RF‑/FRAME‑JOINT Pro and RF‑/JOINTS. This is a realistic representation of a connection to scale.
To be able to evaluate the influence of local stability phenomena of slender structural components, RFEM 6 and RSTAB 9 provide you with the option of performing a linear critical load analysis on the cross-section level. The following article explains the basics of the calculation and the result interpretation.
The advantage of the RFEM 6 Steel Joints add-on is that you can analyze steel connections using an FE model for which the modeling runs fully automatically in the background. The input of the steel joint components that control the modeling can be done by defining the components manually, or by using the available templates in the library. The latter method is included in a previous Knowledge Base article titled “Defining Steel Joint Components Using the Library". The definition of parameters for the design of steel joints is the topic of the Knowledge Base article “Designing Steel Joints in RFEM 6".
When optimizing cross-sections in the add-on modules, you can also select arbitrarily defined cross-section favorites lists - in addition to the cross-sections from the same cross-section series as the original cross-section.
Structure stability is not a new phenomenon when referring to steel design. The Canadian steel design standard CSA S16 and the most recent 2019 release are no exception. Detailed stability requirements can be addressed with either the Simplified Stability Analysis Method in Clause 8.4.3 or, new to the 2019 standard, the Stability Effects in Elastic Analysis method provided in Annex O.
A previous article describes the design of double angles. It deals with analysis performed on a single member.
Compliance with building codes, such as Eurocode, is essential to ensure the safety, structural integrity, and sustainability of buildings and structures. Computational Fluid Dynamics (CFD) plays a vital role in this process by simulating fluid behavior, optimizing designs, and helping architects and engineers meet Eurocode requirements related to wind load analysis, natural ventilation, fire safety, and energy efficiency. By integrating CFD into the design process, professionals can create safer, more efficient, and compliant buildings that meet the highest standards of construction and design in Europe.
RF-/DYNAM Pro - Equivalent Loads allows you to determine the loads due to equivalent seismic loads according to the multi‑modal response spectrum method. In the example shown here, this was done for a multi‑mass oscillator.
According to Clause 3.2.2, EN 1993-1-3 allows the use of an average increased yield strength fya of a cross-section due to strain hardening.
In addition to the stability designs according to EN 1993‑1‑1, Sections 6.3.1 through 6.3.3, you can apply the General Method according to EN 1993‑1‑1, 6.3.4 in RF‑/STEEL EC3.