huangyhg

flange plated fr moment connection to web
figure 12-2b of page 12-5 of the 13th edition of the steel manual, indicates that for a column web support moment connection, the column shall be checked for stiffener and doubler requirements.
how do you apply the equations in specification section j10 when the equations are for applying the force to the flange and not to the web?

i have a follow up question. whatever happened to simply connecting to the column web without the column flanges. i have done many moment connections with top and bottom angles with double clip angles for shear to the column web. not many books have this web condition you are describing,typically it only mc's to the column flanges. the 9th edition aisc manual indicates this column web only condition with angles as ok for the moments.
in a moment connection of a beam to the column web, you have to check the column for bending about the weak axis, combined with axial loading. salmon and johnson gives some guidance for this type connection, including the stiffening requirements. if you connect only to the web and resist the moment by plate action, there are some yield line analysis techniques around, but i think those type connections are best avoided.
cap4000- where in the 9th edition does if refer to what you are stating?
hokie66-we will use a single plate shear connection with flange plated moment connections. this connection was liad out by the engineer of record and we are working for hte fabricator.
berniedog
beam framing details in the 8th and 9th aisc editions show only tees or angles for typical moment connections. refer to pages 4-122 and 4-127 in each. the asce structural journal vol. 105 st5 1980 page 1005 is where all this is coming from. the detail you are describing is cumbersome but for ductility is typically used per the lrfd connections manual. driscoll and beedle in 1982 did many tests regarding the column web moment connections welded to the column flanges and is in the aisc eng'g journal volume 19. are you designing for large earthquake forces?

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