welded connection corner of hss

huangyhg

welded connection corner of hss?
i am wondering if any has any knowledge or experience with single plate shear connections welded to the corners of hss columns. is there any problems with this type of connection?
i see no problem in doing so. actually i have gone a variation of this connection where the plate went through he entire tube and it was welded on the opposite corners. i recommend that you allow for one half the web thickness of the beam so that the centerline of the beam and column do coincide. i recommend you check the bending on the column due to the eccentricity and make sure the proper sectional properties. the x an y sectional properties are not the same when the axes are rotated by 45 degrees. i suggest you consult the aisc manual in the back where they provide formulas to compute the new properties.
good luck
is the punching shear equation still valid? the problem is that i am just the connection engineer and not the eor(who is in another state). the one who will be stamping the connection calcs is saying that this connection is not a good connection but does not give me any reasons why. i have gone through the calcs per hss connections manual and spoken with bill liddy at aisc steel solutions center and he says there is nothing wrong with it. another engineer said that it is not good to weld to the corner vicinity of a hss column, but i cannot find any literature supporting this idea.
val
based on my personal experience, i have done this connection in the past. assuming you plan on doing a knife connection or through plate that will support the end of a wide flange beam to the tube column. i am not aware of the reason why not weld nears the corner? if you find out let me know.
i have a solution if you are concerned; why not seat the beam on top of the column with cap plate? any reason that would prevent you from doing so? i would like this connection since it will reduce if not eliminate the eccentricity.