Constructional reasons can make it necessary that a base plate is not centrically set 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.
KB000665 | Defining Eccentricity of Base Plate in RF-/JOINTS Steel - Column Base
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![Defining Eccentricity of Base Plate in RF-/JOINTS Steel - Column Base](/en/webimage/010432/2425580/01-en-png-png.png?mw=512&hash=6ca63b32e8ca5da057de21c4f204d41103e6fe20)
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.
![Show Unselected Parts Transparently](/en/webimage/010289/3001237/01-en.png?mw=512&hash=65e98cfe859ce35a3e3e9da47a0ef9335401520e)
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.
![Frame with Foundation with Anchor Bolts](/en/webimage/014960/2982134/RFEM_-_Model_File.png?mw=512&hash=a613143c8ab9ea966fc9ae6ebd4b37efbf4cd317)
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.
![Frame with Foundation Considering Horizontal Friction](/en/webimage/014941/2952533/RFEM_-_Model_File.png?mw=512&hash=a613143c8ab9ea966fc9ae6ebd4b37efbf4cd317)
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.
![Feature 002820 | Limit Plastic Strain for Welds](/en/webimage/050344/3881226/1.png?mw=512&hash=9d7f6c198b6d4ae6ee8f2fa8bca75f85579e14c9)
In the ultimate configuration of the steel joint design, you have the option to modify the limit plastic strain for welds.
![Component "Base Plate"](/en/webimage/050345/3936120/50345.png?mw=512&hash=3bd641cb1a2445804b338855e4debfc40c6563e9)
The "Base Plate" component allows you to design base plate connections with cast-in anchors. In this case, plates, welds, anchorages, and steel-concrete interaction are analyzed.
![Feature 002807 | 3D Display of FSM Results](/en/webimage/049281/3861162/2024-05-01_10-32-55.png?mw=512&hash=2377d291bc20ac3d78d617b50c131614e99ac6f7)
In the "Edit Section" dialog box, you can display the buckling shapes of the Finite Strip Method (FSM) as a 3D graphic.
![Steel Design | Seismic Force-Resisting System Design Overview](/en/webimage/048507/3803346/seismic_steel.png?mw=512&hash=1c18a83f050e74601a7300444a0d77a0246a0e02)
- Design of five types of seismic force-resisting systems (SFRS) includes Special Moment Frame (SMF), Intermediate Moment Frame (IMF), Ordinary Moment Frame (OMF), Ordinary Concentrically Braced Frame (OCBF), and Special Concentrically Braced Frame (SCBF)
- Ductility check of the width-to thickness ratios for webs and flanges
- Calculation of the required strength and stiffness for stability bracing of beams
- Calculation of the maximum spacing for stability bracing of beams
- Calculation of the required strength at hinge locations for stability bracing of beams
- Calculation of the column required strength with the option to neglect all bending moments, shear, and torsion for overstrength limit state
- Design check of column and brace slenderness ratios
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