• Limiting slenderness ratio: EN 1993 -1-1-1

    Hello, Is there a parameter to limit the slenderness ratio of members while designing per EN 1993-1-1 code in Staad? Typically, a main parameter does the job for AISC code.
  • Tension Members Only and Track 2

    I know it has been asked but I cannot seem to get my file to bypass the slenderness check for the tension only bracing members. My file is attached if someone knows what i am doing wrong? I also do not believe it is printing out the full design track…
  • Steel Beams with low compressive force failing in slenderness

    In a steel frame structure I am modeling, For one row of beams allowable slenderness is 400 (fx = -0.005 kN) For similar second row of beams allowable slenderness is 180 (fx = 0.005 kN) and it is failing. This minuscule compressive load is making…
  • SETTING OF LZ AND LY

    I am trying to learn the behaviour of LZ and LY parameters of CODE AISC UNIFIED 2016. I notice that KLR is not changing accordingly with rx and ry. MC6X18: rx = 60.2 (for Ly); ry = 26.7 (for Lz) STAAD results: when Lz = 1.0m → KLR = 37.34; L z…
  • STAAD not basing slenderness calculation on LY parameter

    I've got a situation where I am assigning LY = 5' to some C6x13 (ry = 0.524") girts of varying lengths that will have restraint from sag rods spaced around 5'. However, when running the code check (AISC Unified 2016), my girts continue to fail from Cl…
  • Tension Slenderness Ratio - Same Beam - Different Results

    I have two beams spanning 73'-6" in Ram Elements. They act as chords to a horizontal truss and as such experience tension and compression. In sizing the beams, I tried to adhere to the slenderness ratio upper limit of L/300. I ran a model where one of…
  • L/R Exceeds Failure

    Can anyone enlighten me about this failure? It say failure since L/R Exceeds But removing this member, make the whole framing passed? How in the world can that member affect the whole frame? And why is the first one failed in L/R? Thanks…
  • Slenderness Ratio

    It is very weird. I just did the below cable tray support design. Both the members highlighted below are same length and have same load. The top member fails due to slenderness but the bottom is okay. Has anyone ever come across the similar situation…
  • Re: Design of Steel Wall form Panels / Plates

    Hi Chris, it is vry urgent...i had already post a new thread regarding slenderness ratio of timber...kindly chk it out...and gv me a reply by today....plsss...plss thanks a alot
  • Column Unsupported Length

    Hi, For small structures having angles as columns/posts, how would one assign Lx, Ly or Lz? The reason for my question is, local axes for angles will most likely not align with any of the global axes in many details. The buckling axis under consideration…