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3D Frame with Tapers and Diagonal Bracing
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3D Frame with Tapers and Diagonal Bracing
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Keywords
3D frame Steel frame Taper Diagonal bracing Block foundation
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Using Buckling Members for Unstable Models
If the calculation of a member model according to the second-order analysis is terminated with an error message, this instability is often caused by failed tension members: As soon as compressive forces appear in a tension member during a calculation step, this member is no longer considered in the following iterations. Thus, the model can become unstable.
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Material Database with Steels According to the Australian Standard AS/NZS 4600:2005
The material database in RFEM, RSTAB and SHAPE-THIN contains steels according to the Australian standard AS/NZS 4600:2005.Frequently Asked Questions (FAQ)
- How can I perform the design of the tension resistance of a smooth column in a smooth bucket column base, i.e. the design against pulling out of the column?
- How can I create a twisted beam in RFEM?
- In the RF‑/STEEL EC3 add-on module, I obtain an extremely high design ratio for a member in the case of "Biaxial bending, shear and axial force." Although the axial force is relatively high, the design ratio seems to be unrealistic. What is the reason?
- For which programs is the STEEL Warping Torsion add-on module available?
- I have just noticed that the STEEL EC3 add-on module also calculates with γM0 = 1.0 when designing a tension member, although it should actually be γM2 = 1.25. How can I perform the design correctly?
- I design a cross-section created in the SHAPE‑THIN program by using the RF‑STEEL EC3 add-on module, but the program shows the error message "ER006 Invalid type of c/t-part for cross-section of type General." What can I do?
- Is it possible to design intermittent welds in the CRANEWAY add-on module?
- For a buckling analysis, FE‑BUCKLING determines the governing shear stress of τ = 7.45 kN/cm², while RF‑/STEEL gives the result of the maximum shear stress of τ = 8.20 kN/cm². Where does this difference come from?
- Why do I get a design ratio for the stability analysis according to 6.2.9.1 in the STEEL EC3 add-on module? Why is a * added to Equation (6.36)?
- I design a frame with a taper (docked cross-section). STEEL EC3 classifies the taper in Cross-Section Class 3. Accordingly, the elastic resistances are taken into account, which is very unfavorable. According to the standard, the taper should be categorized in Class 1, and thus the plastic reserve should also be usable.
