1940s Steel Double Warren Truss
1940s Steel Double Warren Truss
(OP)
Interesting Fun problem here. So I have a what I think is a double warren truss (ISH). It spans about 50' and you are seeing the mid-span in the picture. So they are single angles that are riveted at the midpoint.
It appears as though the original designer assumed that the rivet point at the center was a brace point. Frankly, I don't disagree because the opposite side angle is in tension when one is in compression (Generally speaking).
So It also appears that the original designer did not assume eccentricity for single angle compression, because well, he likely didn't have a computer back in 1940. SO, with that said, I'm tasked to determine load capacity of the roof. Frankly, I don't have too many issues with assuming concentric load and a brace point at the center. Each angle has double rivets on the end, so it's more or less "fixed" to the WT top and bottom chords. Also, that RIVET at the center really does stiffen the whole thing up a lot, because in order to buckle, it would have to buckle a high tensioned angle. I don't see that happening.
I'm not trying to get ridiculous load capacity out of the truss. It should have been designed for 30 psf per the 1936 building code. I only want 20 psf of live that I can then reduce to the local snow load to tell them they can hang say 5-8 psf. The roof wood members are rated for right about 30 psf. So I'm thinking that the truss was "designed" for around 20-30 psf of live load. If I use eccentric loading the truss wont work. So what I'm really asking is, am I stepping too far out on a limb here?
It appears as though the original designer assumed that the rivet point at the center was a brace point. Frankly, I don't disagree because the opposite side angle is in tension when one is in compression (Generally speaking).
So It also appears that the original designer did not assume eccentricity for single angle compression, because well, he likely didn't have a computer back in 1940. SO, with that said, I'm tasked to determine load capacity of the roof. Frankly, I don't have too many issues with assuming concentric load and a brace point at the center. Each angle has double rivets on the end, so it's more or less "fixed" to the WT top and bottom chords. Also, that RIVET at the center really does stiffen the whole thing up a lot, because in order to buckle, it would have to buckle a high tensioned angle. I don't see that happening.
I'm not trying to get ridiculous load capacity out of the truss. It should have been designed for 30 psf per the 1936 building code. I only want 20 psf of live that I can then reduce to the local snow load to tell them they can hang say 5-8 psf. The roof wood members are rated for right about 30 psf. So I'm thinking that the truss was "designed" for around 20-30 psf of live load. If I use eccentric loading the truss wont work. So what I'm really asking is, am I stepping too far out on a limb here?






RE: 1940s Steel Double Warren Truss
Also, the in thread photo embed link seems to be down?
RE: 1940s Steel Double Warren Truss
We also typically neglect eccentric loading, but I don't know if that's technically correct or not.
RE: 1940s Steel Double Warren Truss
Members do not meet at a point at the supports. Chords should be checked for bending.
I suspect that the engineer considered the diagonals braced at midpoint in the 1940's but I don't believe it is a valid assumption according to the practice of today. 0.7L seems a more prudent figure for the unbraced length of the compression diagonals.
Eccentricity of load should be considered because it is there, albeit fairly small.
BA
RE: 1940s Steel Double Warren Truss
What about using the "bracing" nodal equations and considering the stiffness of an angle on the opposite side that is in tension? And see if that works.
I don't think The 0.7L will get the truss there. I'm ok with that if that is what it needs to be, but I'd like to fight to make it work for my clients sake if I can. (color me KootK for trying the impossible for the sake of a client) If it doesn't, it is what it is. I don't know of any codified approach to such an odd Conditon, so I want a reasonable approach, whether the results end up good or bad. 0.7L seems conservative but maybe more so than needed.
As for eccentricity, honesty I'm not even sure how to apply that with accuracy. I don't see it contributing significantly, in that it's short spans with minor moments and nearly fixed end Conditons. I agree it should be accounted for, but I'm not sure of an approach that will actually capture it with any realistic accuracy. Any thoughts?
RE: 1940s Steel Double Warren Truss
Here is some reading on the effective lengths
"Design of Diagonal Cross Bracings" Part 1, 2, and Discussion. Picard and Beaulieu. Engineering Journal, AISC 3Q 1987, 4Q 1987, and 4Q 1989,
"Effective Length Factor for the Design of X-bracing Systems" El-Tayem and Goel. Engineering Journal, AISC 1Q 1986
RE: 1940s Steel Double Warren Truss
RE: 1940s Steel Double Warren Truss
This is exactly what I would do. I bet your proportions are a bit stockier than your average double angle braced frame etc.
I'd be careful with this. Because the angles alternate sides along the chords, they induce a torsion in those chords that, in my opinion, is resisted by the bending stiffness of the webs. I think that means that the webs being moment connected to the chords results in more bending in the webs, not less.
It's a ton of work but tractable. How about:
- Assume pins where webs are connected to chords.
- Do the AISC nodal bracing thing.
- Mf = axial x e + 1/2 torque delivered chords at each panel point.
- Dive deep into the code and check buckling & section capacity about geometric strong axis, geometric weak axis, principal axis, torsional axis. It would be nice if you had a spreadsheet.
If you have the resources available, two places to look for historically justifiable simplifications might be:
1) The transmission tower codes. I believe that's the usual source on the 0.7.
2) The standards that govern OWSJ design
Another concern that I have for your truss is that there appears to be a lot continuity across the column on the left end. That makes me fear for the viability of your bottom chord.
How about a load test? It'll work out and you've got easy access here and only a few isolated things to test so it ought not be too onerous. I find that clients often react favorably to load tests when they don't cost a fortune. It's something that they can "feel" on an intuitive level. Plus it creates the impression that you're a bold, practical fellow willing to go the mat to squeeze every last nickel of value out of your clients' structures. Write a Structuremage article, post it on your website, beat new clients of with sticks...
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: 1940s Steel Double Warren Truss
Also, the worst case angle they connected both legs of the angle to the bottom chord. So, I don't think concentric loading is as difficult to reason.
KootK, what is the "1/2 torque delivered chords at each panel point."?
RE: 1940s Steel Double Warren Truss
Mostly agree. I'd leave the tension stiffness out of it for calculation purposes.
I actually think that this is worse than the typical condition:
1) Your line of force is further from the centroid of the section (equal legs assumed).
2) You've now got weak principal axis buckling (probably the worst one) oriented in the direction that offers the least amount of lateral/end rotation restraint.
Imagine your chord in section with up and down axial loads delivered either side of the tee stem representing the vertical component of the axial forces being delivered by the webs. It's not huge, but it's real.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: 1940s Steel Double Warren Truss
So that article "Effective length factor..." you mentioned is fantastic (Thank you). And, it states the following conclusions:
1. Design of X-bracing systems should be based on exclusive consideration of one half diagonal only.
2. For x-bracing systems made frome single equal-leg angles, an effective length of 0.85 times the half diagonal length is reasonable.
3. The proposed theoretical model can be used for estimating the effective length factor in any direction and for any cross-sectional shapes.
Now color me happy if I'm interpreting that correctly....I just can't believe it to be true. That would be too good...granted that article is for braced frames and a truss isn't that, but the point is it seems like I could use K=1.0 and the Half-length to calculate my allowable load on my angles and be OK.
Anyone read those conclusions and think my interpretation is way off?
And KootK, the angle in question is L3x2.5x1/4 (8' long on the diagonal, 4' on the "half diagonal"). Eccentrically loaded per current tables roughly gets you 7.88 kips. Concentrically loaded gets you 18 kips. Both assuming a 4' unbraced length. Below is the actual connection. That difference is clearly huge and makes the difference in working and not working. I'm gonna have to ponder on this!
RE: 1940s Steel Double Warren Truss
RE: 1940s Steel Double Warren Truss
The webs connecting up close to the column (pic above) could be considered fairly well restrained I would think. Tee sections have crap torsional stiffness but even that ought to be sufficient 8" from the column.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: 1940s Steel Double Warren Truss
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: 1940s Steel Double Warren Truss
Point is, to make it all seem to work i would need almost pure compression concentrically, which I don't have but you could likely get closer with a fancy analysis.
Thinking out loud here...