Work for a Structural Steel fabricator as well. We use Desconn for our connection designs.
Baltimore NASCC they said they were looking into expanding into all of the connections types you mentioned and include HSS-HSS moment/shear connections.
Not too sure about how friendly Desconn is, but...
Thanks for the thoughts. This is by no means something I am trying to design. Just something I thought I would look into more on the 2D frame analysis realm.
It appears to me that the only time we see compression in a collar tie is if we assume the walls bracing the rafters do not deflect or...
This is mainly for time savings. I would assume only the steel plate resists deflection(and forget about the contribution of wood).
If the steel itself passes deflection requirements, the steel and wood will pass indefinitely.
Came across something I did not find in any of the forum posts. Thought this would be interesting to discuss
Note: Collar ties referenced here-in are for ties that are in the upper third of the roof system.
All of my analyses are performed by skyciv.
For replication, my nodes are(x,y,z)(in...
Sorry for the late reply. Figured I would spend the rest of my vacation not worrying about work.
Before diving in. I found a way to limit the amount of compressive load being thrown at the hip beams by dragging a ridge beam across to a door with a beefed up header which posts down to some LVL's...
Sorry for the other two promised photos. Seems a space does not count as a post to put photos in threads. Will post this last one as the third photo is just the exterior face of the building.
We have 3' from top of ridge beam to ceiling elevation and 8' from finish floor to bottom of ceiling...
I have attached three photos of the architecturals(I do not have autoCAD on my laptop of the work I performed yet). One of them is redundant, no insults intended. I just figured the more the merrier-if you guys work with visuals better than descriptions(like me).
MIStructE_IRE: I have just...
Designing for:
Dead: 15 PSF
Roof Live: 30 PSF(Per Code in the area, with no allowance for reduction)
Snow: 20 PSF(not reducing due to the 30 psf Lr)
Members do seem large, but if I go with one less lamination(1 3/4") I exceed the capacity of the ridge beam... Keeping the members as deep as I...
Looking for some insight from you guys on this conundrum I'm having.
Currently have a hipped roof that takes the load from a gable roof. The ridge beam at the hip roof is transferred down to 4 hip beams(2 on each end). After it is all said and done, I have about 8000 pounds(pulling from memory...
Just confirming the program was erring on the side of caution with the roof, so it kept with the 20psf for the whole area outlined above.
Thanks for all the help!
Ended up running a model in Tekla Tedds(trial) to see what they think it should be.
The attached ends up being a section where the two ridges intersect along the length of the building. Have a 1 degree slope because it would not allow a slope equal to 0. Ran the same calc for different lengths...
Long time lurker.
All questions I have had had been found in these forums. Now at a loss for checking on the unbalanced snow load(per ASCE 7-10) for the following roof.
I already performed everything required for the unbalanced snow load on the gable that runs the length of the building - but...
