Truss Question
Truss Question
(OP)
I have a project where an architect is wanting to use roof framing as shown in the pics attached. I can't see that these web members are doing much of anything....especially those in compression. The compression members don't seem stable since that bottom chord is unbraced. The top chords appear to be welded at the ridge and the bottom cable I'm thinking is doing nothing more than keeping the supports from spreading. I'm certain that, in an uplift situation, nothing is doing any work except the top chords in bending. Has anyone done anything like this before? I'm not too worried about the idea, as this is just a roof for an outdoor amenity center. I just want to make sure I'm not overlooking anything. I'm actually thinking that I would prefer to not have any web members. Under deflection, I'm thinking that any solid web member might have a tendency to push the cables out of alignment with the top chord above. I'll post a couple more pics in responses to this post.






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Dik
RE: Truss Question
I agree with the fact that there is noting to prevent the bottom chord from coming out of alignment. I remember a post on this website from a number of years ago where people discussed using K=1.0 for the end diagonals of steel joists as there was nothing to prevent buckling of the bottom chord/compression diagonals out of plain. The thread got to technical for me so I stopped reading after a while.
RE: Truss Question
The first is a modification of the collar tie, but unstable laterally at the bottom harped connections unless bradd to the side. Perhaps the metal diagonal at the end has some fixity to account for the lateral int=stability, but the connection to the top chord would have to be designed for it too. This is a similar arrangement to the post-tentisioning solution for glulab beam upgrades too.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Truss Question
The first one is odd. Kinda like a queen's post truss, but inverted so that the compressing members are inclined. If those vertical member connect to the top chorch properly then I think it could work. Though, this truss certainly does not look like it was designed for an uplift scenario.
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Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Truss Question
Why it was done? I would say that the owner/architect wanted more than just a vertical member (or three verticals) in the truss to control sagging of the bottom cable.
As for out of plane buckling, under gravity loads the tension in the bottom cable should control it. Under uplift loads, there will be no forces in the webs or bottom cable to cause buckling.
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.
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I think this was for the look, more than to control any sagging here, but that's really a moot point.
I would have to disgree though on the lateral instability issue. If the end diagonal gets out of plumb for any reason, the combination of the lateral misalignment with the compressive force in the diagonal will create a P-delta effect that could cause it to fail. That's why we have rat runs.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
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Dik
RE: Truss Question
I just thought you were working on a new version of the English Language for Structural Engineers..., with fat fingers, mostly thumbs, and small keyboards, who can’t type. And, now you gotta spalin to us what a rat run is, or why you don’t just tell those rats to quit running there so they don’t set up any lateral, out of plane vibrations.
Won’t any compression in the strut just tend to align the harped tension members, and keep them in plane, unless the strut actually buckles? I wouldn’t hook up a trapeze set-up to the harped tension members. Then, any roof uplift just tends to make these lower members go slack (or at least have less stress) and causes the rafter member to act alone in bending upward, as suggested by Woodman. As JoshP mentioned, these rafters are just two inclined queen post trusses tied together, in a harped fashion, to prevent them from spreading to much at their bearings. And, they look light and sexy too.
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It would be good practice to provide a lateral brace at each bottom chord panel point. However, I do not agree that there is nothing to provide lateral bracing. While perhaps not ideal, tension in the bottom chord limits lateral movement. In order to move sideways, the bottom chord must elongate.
BA
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The structure in Picture #1 is already built, so the question is, do you insist on additional bracing or leave it as built?
BA
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I assume BP is just giving us examples of the styles that are being considered for a new structure.
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BA
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BA
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My first thought was that that the bottom chord would want to move laterally and the truss would buckle but in order for that to happen the bottom chord must elongate as BA had mentioned. Makes sense now.
EIT
www.HowToEngineer.com
RE: Truss Question
Truss 1 has the bottom chord in tension, and a component of the tension must be resisted by the webs. Without bracing, or the webs themselves being able to cantilever, the panel points can move laterally. Yes, tension in the rods will tend to equalize this movement, but we don't model it that way.
None of these trusses works for net uplift unless the continuous gable chord is sufficient in bending. There are a lot of old buildings standing with this type roof, particularly churches, but presumably they have the protection of a higher authority.
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Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
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BA
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Yep. Never done it, and I'll be damned if I want to either. :)
I look at the structure the same way.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
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I say the system will work just fine. I will even go as far as to say that if you placed a pole jack between two of the trusses in picture 1 at the bottom cable to compression web points. You could push the points apart 2' without causing the system to fail under the design load conditions.
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.
RE: Truss Question
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Truss Question
Just make sure I'm not in the bulding when you do it!"
Okay. But can you give any examples or calculations to show that there may be a problem? Is there an engineering reason you do not like my the bow and arrow example?
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.
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I know that it does work structurally as long as the system does not get perturbed. To me, it's just a "situation" waiting to happen. Cheers.
Interesting to note, though, that for the mobile radial sprinklers used in the midwest and in eastern Washington, the harped cable supports for the pipe are three dimensional in nature, one to each side of the pipe, and intermittently connected by a horizontal strut. This situation eliminates the potential lateral instability of the harping, and the perturbations due to the live loading conditions seen by the assembly, such as wind, and ground induced perturbations, such as the occasionally drunk roaming steer...
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Truss Question
1. If the tied arches in Pics 2 and 3 can carry design loads as built, adding web members to them would have little effect. They would continue to act as tied arches and the web members would be redundant so there would be little point in adding them (which is what bpstruct said in the first post).
2. If the chords had been hinged at all panel points, the usual assumption for truss design, the trusses could not act as tied arches. Web members would be needed and the bottom chord panel points would need to be laterally braced for stability.
3. If the chords had been hinged at all panel points, the trusses would be unable to carry uplift exceeding the dead weight of the roof structure.
BA