Existing Glulam Beam to Glulam Beam Splice Connection

[tsweatman]

Hi,

My client is requesting to remove several interior wood post columns supporting a flat wood framed roof and replacing them with steel tube columns at different locations along the existing roof glulam beams. At one location where the existing post is being removed, the newly located tube column has created a cantilevered beam condition which now must support the adjacent glulam beam. The load on the connection is approximately 18 kips. I am proposing to attach the beams together with an inverted steel beam saddle with 3/4" diameter through bolts in each beam.

My question is has anyone had experience with this type of connection and is there any easier way to support the adjacent beam without removing the roof.

Thanks.

 

[msquared48]

Without a bearing plate for both beams, there will be a momeht that will have to be taken out by the vertical separation of the bolts in the supporting beam.

A large separation also will induce a horizontal splitting in the supporting beam. You will have to balance these two facts in your connection.

Mike McCann
MMC Engineering
Motto: KISS
Motivation: Don't ask

 

[BAretired]

It would help to provide a sketch.

Bolts are not a particularly good way of carrying large loads. I would think a saddle under the supported beam with hangers attached to the face of the supporting beam using glulam rivets would be a better detail.

BA

 

[tsweatman]

Since the existing beams cannot be removed economically to allow for a standard hinge connection to utilized, could a custom sized steel channel be designed to resist the moment and placed on one face of the two beam with the flanges facing the opposite beam face and thru-bolted to each beam?

 

[BAretired]

What moment? I thought this was a hinged connection. You need to draw a sketch.

BA

 

[dhengr]

It never ceases to amaze me that people expect a meaningful discussion with those kinds of descriptions. You are looking at it, but we can’t see it from here, so you have to provide some plans and details, sketches with dimensions and loads, etc., so we know what you are trying to talk about.

MikeMc & BA give lots of good engineering advice and I even suspect some clairvoyance on their part at times, but I suspect they are guessing on this one. Imagine how many plans, dimensions, member sizes, etc. could be drawn all meeting your description. I would vote for ‘inverted steel beam saddle’ detail option # 723 or uninverted detail # 67, and try to keep the cantil. length less than 12 times the back span. And, turn the custom channel flanges the other way..., no not that way.

Provide SKETCHES.... DIMENSIONS..... LOADS.... ETC.