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Parallel WF Chord Trusses with Bolted Web Members to Chord Flange

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GMA Structural

GMA Structural

Structural
Jun 9, 2022
8
We are in the process of designing a steel truss system that is hybrid supporting glulam rafters and trusses. In order to hot dip galvanize components and make it easier to shop weld the connections for wood interface onto smaller components, we are looking at connection options to break down the truss. Has anyone seen this done utilizing web members with welded end plates bolted to chord flanges? Would this be of concern having bolted connections in combined shear and tension? Wondering if anyone has seen or executed this type of a truss design? Insight would be greatly appreciated!
 
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I haven't done any like that, but it seems there would be alot of coping of the flanges required, or quite a bit of custom connection plate fabrication involved. Possibly, you could consider using WT shapes for the chords, so that the web members can be bolted directly to the web.

You might check out this thread for some ideas, and possibly get in on the competition.

Rod Smith, P.E., The artist formerly known as HotRod10
 
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1) I haven't done this myself.

2) I'm confident that this could be done.

3) We need to know more about the connection typology that you're envision. How closely did I manage to guess in my sketch below?

c02_n3qwd4.png
 
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we've done several of these buildings, our typical system has been WT chords, with WF web members all coped into and welded to the WT. WF verticals have flange facing out for surface to weld the connection for glulam...whole truss broken into three sections, receiving three-part epoxy paint system...going to a field bolted system and dipping components no longer than 40' will provide cost savings. W10 verts with W8 diagonals have minimal flange clipping at bottom W10 chord, W16 top chord is cleaner...My main concern is relying on bolts in combined shear and tension for all the truss connections. The previous system had much redundancy and created a very stiff joint....
 
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Where is the tension coming from? Maybe a sketch of the connection in question would help.

And there it is. Got it.
 
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Why not stick to the WT chords, cope the web members as you did before, but bolt them where you used to weld them? Then you're just in shear.
 
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GMA said:
My main concern is relying on bolts in combined shear and tension for all the truss connections.
Click to expand...

It can be done as you've shown it but, as you've clearly recognized, the tension path involves a fair bit of plate flexibility and prying action which we try to avid whenever we can. For your setup, I would definitely add stiffeners into the WF chord above the web connections.

C01_mhxxs1.png
 
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Suppliers have had issues with splitting the WF to create WT and keeping them straight, also an additional step in the process...
 
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our plan is to do flange bend checks for stiffeners, and definitely add them at about four of the highest loaded connections near truss end regardless of bend check results...

trying to get away from all the coping to help with cost...

 
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If I were in your shoes, I would consider modifying the joint work points as shown below. It introduces some eccentricity into the chord but:

1) Usually that is resolvable without much fuss.

2) It greatly benefits the connection by putting all of your bolts back into shear only conditions sans plate bending & prying.

The stiffener that I show isn't strictly necessary but I like the look of it anyhow.

C01_msv7bx.png
 
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i like the square beam end cuts...just trading an end plate for a gusset...i like

thanks for the input everyone!
 
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Please send $50 USD to Calgary, along with your 1099.
 
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yet another example in my life of canadians being both nice and humorous...lol
 
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