Warping torsion at stair stringer
Model Used in
Stair Tower with Warping Torsion
Number of Nodes | 67 |
Number of Lines | 95 |
Number of Members | 95 |
Number of Surfaces | 0 |
Number of Solids | 0 |
Number of Load Cases | 14 |
Number of Load Combinations | 24 |
Number of Result Combinations | 1 |
Total Weight | 2.703 tons |
Dimensions (Metric) | 5.060 x 4.501 x 2.800 m |
Dimensions (Imperial) | 16.6 x 14.77 x 9.19 feet |
You can download this structural model to use it for training purposes or for your projects. However, we do not assume any guarantee or liability for the accuracy or completeness of the model.
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![System and Loading](/en/webimage/008936/577926/01-en.png?mw=512&hash=65e98cfe859ce35a3e3e9da47a0ef9335401520e)
The critical factor for lateral-torsional buckling or the critical buckling moment of a single-span beam will be compared according to different stability analysis methods.
![Load Case 1](/en/webimage/009079/499648/01-de.png?mw=512&hash=9f2525444a7414dfb1c05a73e375e9c4fe4f47b1)
The design of a torsional loaded beam according to AISC Design Guide 9 will be shown, based on a verification example. The design will be performed with the RF‑STEEL AISC add-on module and the RF‑STEEL Warping Torsion module extension with 7 degrees of freedom.
![Bending Moment Distribution on Entire System and Separated Structure](/en/webimage/009670/2419890/01-en-png-png.png?mw=512&hash=6ca63b32e8ca5da057de21c4f204d41103e6fe20)
This article explains how to determine loads on the basis of the internal force situations defined in the RF‑/STEEL Warping Torsion extension of the RF‑/STEEL EC3 add-on module. Since this new program also allows you to analyze extracted chain-like beam structures in addition to entire chain-like beam structures, it is necessary to determine the loads of the partial structure separately. To do this, a special transformation function has been developed that determines new loads of all partial structures (depending on the internal forces calculated in RFEM/RSTAB) according to each load situation for geometrically nonlinear warping torsion analysis with seven degrees of freedom.
![KB 001875 | AISC 341-22 Moment Frame Member Design in RFEM 6](/en/webimage/047794/3736755/im01.jpg?mw=512&hash=33697d419a0e8a96b738e8e2e97fae057743a108)
The three types of moment frames (Ordinary, Intermediate, Special) are available in the Steel Design add-on of RFEM 6. The seismic design result according to AISC 341-22 is categorized into two sections: member requirements and connection requirements.
![RF-/STEEL Plasticity Add-on Module for RFEM/RSTAB | Plastic Design of Cross-Sections](/en/webimage/002822/3468568/torsional_buckling.png?mw=512&hash=d16e025385b7e1da0e5d703f4cdda891f3986fe8)
- Applicable for members defined as sets of members
- Separate solver that considers 7 deformation directions (ux, uy, uz, φx, φy, φz, ω) or 8 internal forces (N, Vu, Vv, Mt,pri, Mt,sec, Mu, Mv, Mω)
- Nonlinear design according to second-order analysis
- Input of imperfections
- Calculation of critical load factors and buckling mode shapes as well as the visualization of them (incl. warping)
- Integration into member design in the RF-/STEEL AISC and RF‑/STEEL EC3 add‑on modules
- Available for all thin‑walled steel cross‑sections
![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.
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