if i was thinking of creating one, i'd definitely field visit, and measure inspect first. nice thing about that one in alabama is it is close to the ground - easy to measure.
there is a beautiful roof in ventura, ca, if you're ever out that way.
i may have an old book that has some general info ...
if i recall correctly, SMI was an SJI member, and, therefore, as i understand it, the SJI load tables ould be applicable. This could be verified with a conversation with SJI.
and watch your layout, as
if laid out with all edges aligned, not staggered, every 2nd or 3rd truss may receive all the dead load of the PVC, whereas the intermediate trusses won't even know they are there.
and similar with the snow load.
I've seen angles like you have, rods tucked up into the elbow of the top chord angle as mentioned above and also "knife plate", a vertical plate that nestles between the two top chords requiring a "down" weld.
I've seen joist manufacturers create seats in each of three ways: a) as you show...
1. I have reached out to manufacturer and not heard back as yet.
2. Concern #1 is how the shear is transferred from one diaphragm panel to the adjacent diaphragm panel across the "gap" between to two elements of the top chord. Are we to rely upon the truss topchord-to-web-to-topchord...
When the double chord style truss is used, is it the intent that the panel joints occur at truss centerline? Or perhaps they are intended to occur over the left or right chord?
The top image below is from catalogue
The bottom image below is from ESR-1774
contractor called half way through installing solar panels on roof of hillside house. The inspector stopped them upon seeing and hearing that the original roofing had been removed and new OSB was installed over new 2x6 ripped sleepers over the existing roof deck.
The existing roof deck is...
from the viewpoint of the framing members themselves, generally speaking, spreading them out is cheaper.
XR250 points out ramifications in other trades.
Fire Sprinklers is another trade which may be affected.
I understand your terminology TJI to mean solid web I-Joist, whereas "Red-Built metal...
phamEng, I should have dimensions soon from the field. For now I know that 1) clearance from TBar ceiling below to bottom of beams is on the order of 10 feet, and, 2) purlins are framed into the side of the beams in 14" deep hangers
SlideRuleEra and Jayrod12,
I am anticipating a mixed bag of fails based upon a single quick analysis of a simple span, which fails. There are several single- cantilevered cases which I have not run as yet. But I am anticipating these failing in both negative moment and positive moment...
I think post tensioning would work quite well.
I feel pretty comfortable working out the forces, but what equipment is best utilized for pulling the cable? Would you have a photo or a spec?
The glulam beams to be reinforced are completely concealed by dropped ceilings with substantial clearance between ceiling and bottom of beam. Therefore visual appeal is not critical.
thank you for your insights.
the job was designed before the introduction of Cv to replace CF and the latest modifications of CL, both of which changes tend to reduce the present day capacity of glulam compared when compared with the era of the original. And, i know in advance that the roof is...
I'm checking some existing glulams, and, ran across the 1986 NDS commentary on 3.2.1 attached, which as far as I can tell, is still appropriate today. I had overlooked this; it is new to me and puzzles me. I ask your help in understanding and appropriately applying.
The key item is...
i thought these were pretty cool
at Seattle airport. (XR250 i missed the discussion on stability if it was related to this style and would appreciate the thread if available, thanks)
i don't think the planes landed on them though.
i agree with your default mode.... beam must work by itself.
i think you need to make the architect move on this one, or, their roof will move in ways they'd prefer not.
36" deep / 14 : deep is so large that i doubt it has any significant effect on compression face stability.
the failure...
i agree with incremental approach, and, in addition to the incremental dimensions, i'd consider some kind of incremental force application too.
that's a lot of deflection
a contractor may sees his job as to just jack up 2" no matter the force involved. if the required force for an incremental...
