Connection for shoring beam gap

[RattlinBog]

I'm having a corroded beam replaced and designed shoring to temporarily pick up two other beams that frame into the beam to be replaced. Contractor calls me--the shoring beam is in place but there is an unanticipated 3/4" - 7/8" gap between bottom of shoring beam and top of beams to be supported. (This area has been modified in the past and top of steel was possibly changed.) Contractor was done for the day and won't get back to it until Monday.

Attached is a shim & bolt connection I came up with and sent to contractor for now. They'll have to do some field drilling, but that's not too big a deal with the mag drill they have. Has anyone had a similar issue and came up with a better/easier detail?

My other thought was to butt up a couple angles to both beams and weld (see attachment 2 in next post) but I believe that would be a weak connection with bending in the welds. I didn't think about it much, but I didn't like it. I was trying to come up with something similar to "hold-down angles" for column uplift (see Blodgett Ch. 3.3) but those require bolts in the horizontal leg.

Could I have done something more efficient?

Thank you

 

[RattlinBog]

See attachment 2 as noted in first post. I would put the images directly in the post, but my work's internet security prevents it.

 

[SlideRuleEra]

See if this will work:

Weld plate to W12x53.
Weld W12x40 to Plate
All (simple) downhand fillet welds.

In your bolted proposal drilling may be of bigger deal than you think... top flange of W12x40 blocks vertical drilling of the W12x40 bottom flange. Also the drilled holes are very close to the beam's edge (a constructability issue, not necessarily a structural problem)

I agree with your concerns about your welded proposal.

How is this project coming along?

 

[RattlinBog]

Thank you SRE! I think that's a great detail. If you don't mind, I'd like to use it and make an update Monday morning.

Thanks for asking about the project. The funny part is that this is a different project and a different plant altogether from my last thread. Right now I'm 4-5 days a week onsite at my "home" plant and 0-1 days a week onsite at a sister plant. The sister plant lost their struct eng, so I'm filling in for now. I'm spread pretty thin most days but managing so far. About all I do is manage the consequences of 40-50 years of corrosion. The project that you asked about is still having steel fabricated.

 

[SlideRuleEra]

RattlinBog - Glad to see your (Owner in-house PE) reputation is making it's way through the company grapevine.

Of course, use that detail if you find it helpful. It's more of a concept than a design; you may have to tweak some of the dimensions based on field conditions. Don't expect any plate to fit "perfectly" into the gap. The Contractor may have to temporarily clamp the joint, use shims, etc to get the welding done. This entire episode (3/4"+ gap) is an "everyday" type event in heavy construction.

You mentioned that you designed the shoring... temporary shoring is frequently considered part of a Contractor's "means & methods", for several good reasons. Is this project a "special" exception? Such as a very tight schedule or "unusual" existing conditions.

 

[bobbyboucher]

haven't used it before, but it could be an application lindapter girder clamp. not sure how off-the-shelf available they are but i think it would be easily installed and removed