huangyhg

wide beam connections
what type of things i need to consider to frame a 4' wide beam into a 2'square column? also where would i look to find information on this type of connection?
i am assuming this is concrete?
i would look at the shear at the face of the column using b=24" instead of b=48"
yes it is pt concrete garage.
might want to consider tapering your column head to meet the extent of the beam, extending the tapered section beyond the column too, and again, check the shear at the column. this is the same concept as the old tapered shearheads.
mike mccann
mmc engineering
add a 4' wide corbel to the face of the column.
i basically disagree with all the other advice you have been given. a beam wider than the column is no different than a band beam or flat slab drop panel. you need to check beam shear on the full width of the beam (not the column width), and punching shear on the code specified perimeter, with due allowance for unbalanced moment.
i would increase your column width to match your beam width. if your beam needs to be that wide, i don't think anybody would question seeing a rectangular column as wide as the beam. along the same lines, if you beam is that large and the connection will be fixed, can your column support the end moment?
had i not known anything about your job and i saw a 4' wide beam framing into a 2' wide column, that would definitely stand out to me.

a wider beam than column is not uncommon and would not stand out. i know of at least one mlb stadium and one nfl stadium designed this way at the main concourse and these are massive structures.
office buildings also use a similar system using 'shallow wide' beams that are typically 6 ft wide and 18" deep.
a narrower beam than column is a detail to stay away from based purely on framing costs.
i forgot to mention that in my post above i pasted a link to miller & long's tech page. scroll to the bottom to find an example of this system.
hokie66's advice is right on the money.
hokie...
ok... pt construction, banded tendon layouts with wide beam strips and small columns.
i thought the standard way to handle the wide pt beam strip and small column scenario was to provide drop caps at the column, boxed or tapered, whatever, when needed for shear in order to limit and/or optimize the design depth of the pt slab.
am i missing something here?
mike mccann
mmc engineering

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