Yes, either tapered section or heavier section at the connection zone with reasonable extent above and below the beam since i am dealing with double height stories. This will help in optimizing the steel tonnage.
Sure kootk, since the moment diminishes toward the mid-height, plastic hinges will not happed at this location, but only at the maximum moment zone. So can i scale the column moment diagram by Mp(beam)/Mu(beam), reinforce the column till reaching the zone where these moments are equal. Refer to...
Hello Folks,
For the SMF seismic design requirements, the strong column weak beam approach is required at the connection zone per AISC 341 and 358 which makes me under impression that it is not required for the full length of column to be stronger but only the portion at the connection zone...
. human909 you are correct, idea statica recommend this buckling factor since it is equivalent to kl/r of 25 or less, which permit checking the compressive strength using the full material yielding. However this would be conservative in many cases (atmospheric tanks or silos for instance)...
human909, it is clear that i am trying to dig deep into this before carrying our any design or design review so i appreciate any suggestions or clarifications you have that would help move this conversation forward in a productive manner. You mentioned that you would chase 5 , please elaborate...
I have reduce the modulus of elasticity by 20% and used lateral notional loads equal to 0.003 to mimic imperfections (similar approach to DAM since i used k factor of 1.0).
I made iterative analysis considering P-delta and also used non-linear shell in SAP2000 but got matching results for two...
Thanks all for your replies. I believe my thread was not clear.
I have many submittal reviews for shell structures including arched plates, curved metal shell (big logo), sphere like shells .. which are not predefined in AISC and shall be done in FEM. Most of the received design models are...
Hello Gents,
When it comes to FEM rigorous buckling analysis using software (say SAP2000 or Etabs), what buckling factor limit would be reasonable. For now i assumed 1/0.9 = 1.11 (0.9 is Phi for compression).
To verify this assumption, i have modeled a plate mesh on SAP2000 (PL 1000x30 mm)...
Thanks Josh, the problem is that i need to do it at each time the loads are changed as the design progress.
I think i might define a non-linear load case with Cd*Eq to get the respective p-delta under inelastic displacement, then subtracted the same from load combination (linear subtract) to...
Hello Folks,
I have elevated vessel mounted on braced legs, for which i am verifying the seismic design. Going through ASCE 7-22, clause 15.4.6 as well as 15.7.10.3, the P-delta effects shall be based on inelastic seismic displacements which does make sense for such inverted pendulum like...
Thanks all, but i have one more question; wouldn't the assumption of the anchor bolts resisting the remaining of the shear force means that we already have considerable slip ? would we still have static friction in this case ? in other words can we have shear friction/anchor bolt bearing...
Hello,
I have a group of tanks which shall be verified under seismic actions. My question is that API clearly doesn't count on anchors to resist seismic loads based on clause E.7.6 "No additional lateral anchorage is required for mechanically-anchored steel tanks designed in accordance with...
Hello everyone,
I am structural engineer with a specialty in steel structures and i am currently employed in a "low scale" company. i love steel structures but i would also like to learn more about RC structures.
the questions is: How can i find a structural engineering (both steel and RC)...
Racoopke, the uploaded pic is the original design .. it was supposed to be welded full penetration all around .. that angle is a temporary seat ( but it's not anymore because of the 8 mm fillet weld instead of tack weld).
Brad805, the fabricator welded this plate with 8 mm weld by mistake and...
