if there is a lot of these, go ahead and trade your lumber in for some longer stuff at the lumber yard if the span is still okay.
Any other fix is a butcher-job.
Agree with Toad. If this is a permit job, a fix, other than backfitting a new beam, might not pass the building official's inspection for an occupancy permit.
Michael.
Timing has a lot to do with the outcome of a rain dance.
Get some 16 footers and sister on to the longer span. Without it there will be a problem with movement at the cantilever tip. Need the continuity of the sister to avoid that.
Other option would to get connectors similar to a link-span connector as with a glulam beam roof system, but I do not think they make anything that small in that type of connector.
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
Oh, and with the continuity created, better check the capacity of the (3)-2X beam that was misplaced as it will see about 10% more load than the original design. Might also affect your footings.
With the Link-Span solution, you would still have to sister on a 2X member to avoid uplift at the cantilever affecting the floor finish and reading the rise in the field. So, I do not really like that solution as well.
Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask
If you create a moment connection, you can be increasing the load to the beam by 10 to 40%, depending on how stiff the 2x10's are. Just run a continuous 2x10 design over three bearings for the maximum reaction close to the beam bearings. At the center of the beam, check the deflection for the original design. Run a 2x10 design spanning 26' and reduce the loading until the deflection matches the original beam deflection. Subtract this loading from the regular loading for the beam loading at the center. Check the beam design for the maximum load at ends to the center load at center.
It is for this reason I do not like continuous (three point bearing) members (joists, trusses, etc.) over beams.
The offset would actually make the joist system stiffer. You just need to take the shear reaction onto the cantilever. I think the problem of relative rotation of the joists is just shifted, not accentuated. As Mike says, the beam load is increased.
