A cantilever is loaded by a moment at its free end. Using the geometrically linear analysis and large deformation analysis, and neglecting the beam's self-weight, determine the maximum deflections at the free end. The verification example is based on the example introduced by Gensichen and Lumpe.
Cantilever with Moment Loading at Free End
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This article explores the importance of considering joint-structure interaction in modeling and design and how to do it in RFEM 6.
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This article provides a comprehensive overview of essential seismic analysis methods, explaining their principles and applications, as well as the scenarios in which they are most effective
The weld stresses between surfaces can be determined using the Stress-Strain Analysis add-on in RFEM 6. Furthermore, the stress limit determined according to the applicable standard can be input to determine the stress ratio of the weld. This article focuses on the fillet weld design according to AISC 360-22 [1] with two examples from AISC Volume 1: Design Examples [2].
This article demonstrates how to initiate and conduct the analysis in the software, followed by a short discussion of the underlying concept.
Want to automatically consider steel joint stiffness in your global RFEM model? Utilize the Steel Joints add-on!
Activate joint-structure interaction in the stiffness analysis of your steel joints. Hinges with springs are then automatically generated in the global model and included in subsequent calculations.
In the ultimate configuration of the steel joint design, you have the option to modify the limit plastic strain for welds.
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.
In the "Edit Section" dialog box, you can display the buckling shapes of the Finite Strip Method (FSM) as a 3D graphic.
In the Steel Design add-on, I have set the boundary conditions in such a way that the I-beam flange is restrained against the horizontal displacement. I then calculated the critical load factors using the Structure Stability add-on, but with no effect on the critical load factor value. What is the reason for this?
In the Steel Joints add-on, I get high utilization ratios for preloaded bolts in the tension design. Where do these high utilization ratios come from and how can I evaluate the load-bearing reserves of the bolt?
How can treating a connection as fully rigid result in an uneconomical design?
Is it possible to consider shear panels and rotational restraints in the global calculation?
A steel joint in my model is non-designable. How can I get more information to find the cause?
I am calculating a column that is restrained at the base, held in the head in the X-direction, and can buckle in the Y-direction. I have set the effective lengths using nodal supports. In the design, the values of the effective lengths for the calculation are both the same L_ (cr, z) = L_ (cr, y) = 2.41 m. What am I doing wrong?
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