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im not sure how the acceleration wrxsti posted will correlate to the AISC design guide acceleration since they are using damping ratio and mass versus deflection and omegasquared

is smath safe?

did you check the error file usually you can see by coordinate what potential issue is

you can split the area object manually why not split at the areas you want and add additional load case there

also this

also here the one on STI is generic for branched rhs truss this example should give idea of calculating Qf

here is a link with K https://www.aisc.org/globalassets/aisc/manual/v15.1-companion/v15.1_vol-1_design-examples.pdf

interesting aisc says punching shear but chord stress interaction parameter could drastically decrease chord plastification

yea Qf is a reduction factor just like axial + moment interaction it seems to be like interaction between existing stresses in chord and new stress introduced at the connection that's what i was trying to clarify so conservative guess would be to use the higher reduction value thanks again...

thanks for the answers guys yea it was in particular the values to use for Mr and Pr i am looking for

hello how do you get the parameters for this equation? namely chord elastic section modulus Mr Pr This is the same as the AISC ive been trying to find some literature or examples

so can i use conventional for the plate then use eccentricity from the bolts to the tongue and cap plate

i think the aisc for conventional shear tab they consider the weld to the column concentric and the eccentricty from weld to centerline of bolts for the bolts would the weld at the tongue to the capplate now be that eccentricity plus the distance from the bolt line to the weld on the capplate

i cant say that equipment operates in the range it may change frequency if say some unbalancing occurs? here is an illustration of the reason for the range

i would not just add the concrete mass but account for the stiffness whatever that may be XD the aisc design guide with vibration, not sure about the acelor mittal, will account for composite beam with decking in the stiffness but is your deck really composite with the beam that may have to...

ive never used robot why does it look like you have some pin supports on the outer corners and mid of your cantilever secction XD

reading that picture it looks like they give some kind of dynamic loading as well as the frequency is not between 7 and 14 but rather the floor should not be between the range equipment rpm is given

you made it so far in robot, why not try a time history to see the response

i also agree with you should be doing some kind of localized checks