W10X66 User-Defined Column
Model to Download
The model is based on example 6.2 of AISC Design Guide 15 where the AISC historic shape W10X66 (Fy = 33 ksi) is used for the 16 ft long column.
Model Used in
Sometimes a structure needs reinforcement in cases where a new floor being added, or when an existing member is found to be under design due to hard-to-predict loading assumption.
SHAPE-THIN determines the effective cross-sections according to EN 1993-1-3 and EN 1993-1-5 for cold-formed sections. You can optionally check the geometric conditions for the applicability of the standard specified in EN 1993‑1‑3, Section 5.2.
The effects of local plate buckling are considered according to the method of reduced widths and the possible buckling of stiffeners (instability) is considered for stiffened sections according to EN 1993-1-3, Section 5.5.
As an option, you can perform an iterative calculation to optimize the effective cross-section.
You can display the effective cross-sections graphically.
Read more about designing cold-formed sections with SHAPE-THIN and RF-/STEEL Cold-Formed Sections in this technical article: Design of a Thin-Walled, Cold-Formed C-Section According to EN 1993-1-3.
- After running the design in RF-STEEL AISC, I receive error message 1002 - Invalid cross-section of type "Channel" according to F2. What does this error mean?
- Does RF-STEEL AISC perform torsion design per Design Guide No. 9?
- Why do I get large differences for the design of a longitudinally stiffened buckling panel in comparison with the German and Austrian National Annex?
- How can I perform the stability analysis in RF‑/STEEL EC3 for a flat bar supported on edges, such as 100/5? Although the cross-section is rotated by 90° in RFEM/RSTAB, it is displayed as lying flat in RF‑/STEEL EC3.
- How are the signs for the release results of a line release and line hinges interpreted?
- How can I create a curved or arched section?
- How is the rotational stiffness of a buckling stiffener determined in PLATE‑BUCKLING?
- How are hot-dip galvanized components considered for fire resistance in the RF‑/STEEL EC3 add-on module?
- In RF‑/STEEL EC3, is the "Elastic design (also for Class 1 and Class 2 cross-sections)" option under "Details → Ultimate Limit State" considered for a stability analysis when activated?
- How can I get the member end forces to design the connections?