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In RF-/STEEL EC3, you can optimize a cross-section automatically within the design. To do this, select the corresponding cross-section in Table 1.3 or define variable parameters for a welded cross-section.
- 000945
- Add-on Modules
- RF-FRAME-JOINT Pro 5
-
- 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.
The joint type "Main member only" in RF‑/JOINTS Timber - Steel to Timber can also be applied for more than one connected member.
Occasionally, the question arises how to determine the correct load application point of the positive transverse loads in RF-/STEEL EC3 and RF-/STEEL AISC.
The RF‑/JOINTS add‑on modules are equipped with a graphical window that shows all the structural components of the connection. There, you can use the mouse functions known from RFEM and RSTAB to zoom, move, or rotate the view.
To control the lateral displacements of a model, you can use the RF-/LIMITS add‑on module. This add‑on module allows you to, for example, run a serviceability limit state analysis to find horizontal nodal deformations and to set it against a limit value.
With the nonlinear elastic material model in RFEM 5, you can calculate and carry out a stress analysis of surfaces and solids with nonlinear material properties.
In the RF‑/JOINTS Steel - Column Base add-on module, you can also design restrained column bases in bucket foundations.
Table 3.1 of EN 1993‑1‑8:2010‑12 defines the nominal values of the yield strength and the ultimate limit strength of bolts. The bolt classes given here are 4.6, 4.8, 5.6, 5.8, 6.8, 8.8, 10.9. The note for this table states that the National Annex may exclude certain bolt classes. For the NA of Germany, these are the bolt classes 4.8, 5.8, and 6.8.
For structural reasons, it may be necessary for a base plate not to be set centrically on a foundation. Therefore, an eccentric arrangement of the base plate is possible in RF‑/JOINTS Steel - Column Base by entering the parameters for the respective direction in Window 1.4.
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.
If a member is supported laterally to prevent buckling due to a compressive axial force, it must be ensured that the lateral support is actually able to prevent buckling. Therefore, the aim of this article is to determine the ideal spring stiffness of a lateral support using the Winter model.
This example describes a definition of a planar surface by four nodes that have been imported and seem to lie in a common plane. In reality, they are not exactly in one plane due to (for example) a previous modeling error of a few millimeters. When trying to create a planar surface, the error message "Error in the surface definition! The nodes do not lie in a common plane." appears.
When you perform the subsequent modeling of a beam under an existing floor, the first issues that arise are which forces should be transferred between the downstand beam and the floor, and whether a composite effect is the goal. In this case, the floor should rest on the downstand beam without a composite.
Modeling planar structural components such as glass panes is generally possible only in RFEM. If it is necessary to define the stiffening effect of a pane in a particular case, it can also be simulated in RSTAB.
This article describes how to determine the contact force between two objects behaving like walls that are diagonally inclined at a certain angle on top of each other. Define a nodal release to determine this contact force. Since a nodal release requires certain conditions, this article shows two examples.
RFEM and RSTAB offer different options to model bored piles. One option is to display bored piles as single-valued supports or hinged columns. Another option is realistic modeling while taking the soil into account by means of applying a member elastic foundation. The two following examples will describe it in detail. However, pile base resistance, skin friction, and soil layers are not considered in this technical article.
From time to time, two intersecting beams overlap at a short distance. Such a structure raises the question, with regard to the modeling, of how it is possible to consider a contact with force transmission under compression between the two beams, while the contact under tension (for example, in case of a lifting top beam) should fail.
RFEM offers the following options to design a pinned end plate connection. First, there is the option in RF-JOINTS Steel - Pinned to enter the corresponding parameters quickly and easily to receive a documented analysis, including graphics. It is also possible to model such a connection individually in RFEM and then to evaluate or manually design the results. In the following example, the particularities of this modeling will be explained and the shear forces of the bolts will be compared to the corresponding results from RF-JOINTS Steel - Pinned.
Eurocode 1, Parts 1 to 3, and American standard ASCE/SEI 7-16 describe the general effects due to snow loads. The load applications for duopitch, monopitch, and flat roofs required by the standards are stored in a tool in RFEM and RSTAB so that these effects can be generated easily.
There are different options to model composite cross‑sections in RFEM. In the following example, three different modeling options for a composite cross‑section, consisting of a rolled steel section HEA 300 and a rectangular cross‑section made of concrete w/l = 100/30 cm will be displayed and explained.
- 001262
- Add-on Modules
- RFEM 5
-
- RSTAB 8
- RF-JOINTS Steel | Column Base 5
- RF-JOINTS Steel | Pinned 5
- RF-JOINTS Timber | Steel to Timber 5
- RF-JOINTS Steel | Tower 5
- RF-JOINTS Steel | SIKLA 5
- JOINTS Steel | Column Base 8
- JOINTS Steel | Pinned 8
- JOINTS Timber | Steel to Timber 8
- JOINTS Steel | Tower 8
- JOINTS Steel | SIKLA 8
- Steel Connections
The following article describes the design of a single-span beam subjected to bending and compression, which is performed according to EN 1993‑1‑1 in the RF-/STEEL EC3 add-on module. Since the beam is modeled with a tapered cross-section and thus it is not a uniform structural component, the design must be performed either according to General Method in compliance with Sect. 6.3.4 of EN 1993‑1‑1, or according to the second-order analysis. Both options will be explained and compared, and for the calculation according to the second-order analysis, there is an additional design format using Partial Internal Forces Method (PIFM) available. Therefore, the design is divided into three steps: design according to Sect. 6.3.4 of EN 1993‑1‑1 (General Method), design according to the second‑order analysis, elastic (warping torsion analysis), design according to the second‑order analysis, plastic (warping torsion analysis and Partial Internal Forces Method).
The following example presents a comparison between a shell model and a simple member model performed in RFEM. In the case of the shell model, there is a beam suspended in surfaces, which is modeled with restraints on both sides due to the boundary conditions. This is a statically indeterminate system that forms plastic hinges when overloaded. The comparison is carried out on a member model that has the same boundary conditions as the shell model.
In RF-JOINTS Timber – Steel to Timber, you can consider the possible minimum slippage of bolts in the case of guide pins. In RFEM, this slippage is taken into account using the flexibility in member end releases.
As of the program version X.06 of the RF‑/TIMBER Pro, RF‑/TIMBER AWC, and RF‑/TIMBER CSA add‑on modules, notches and cross‑section reductions can be considered in the design. The procedure is as follows:
In RF-/JOINTS Timber – Steel to Timber, you can select a circular connection type for the dowel, bolt, nail, and screw joint categories. For this connection type, the minimum radius is set in compliance with the recommendations of the STEP-1 report of the German Information Service Timber.
Starting with program version X.06, joint groups are clearly identified in RF‑/JOINTS.
The national parameters of EN 1992‑1‑1 for each country can be exported from RF‑/CONCRETE, RF‑/CONCRETE Columns, and RF‑/FOUNDATION Pro. To do this, there are interfaces with MS Excel, OpenOffice, and CSV. By exporting the national parameters, you can edit them in (for example) MS Excel, and display possible differences between the individual National Annexes clearly (see the image).
RF-/JOINTS Steel - Pinned has the default option "Include ductility checks in general results". What does this mean?