Search results for query: *

I went over to my friend's house that has this similar detail. His are painted but they are perfectly straight and cannot be easily deflected by hand. Big difference between 12 ft.unbraced and 5 ft.

It would be interesting for one the FEA guys here to run this case to see the true joint behavior. I think we will be suprised by the results.

I am not all that familiar with the checks for this situtation. Are you just checking the tube wall itself or the fact that the deflection of the tube will stress the crap out of the welds that connect it to the plate as the plate will not match the deflected shape of the tube wall?

My gut. 40ft-k / 12" beam = 40k load on the weak axis of a 3/8" plate

At 40 ft-k, the flange plates will bow the walls of the HSS.

I use it frequently for shed roof rafters abutting a house wall but for 75 psf snow, I think I would use hangers

I'd probably just go with hangers on a 6:12 pitch. My idea works good for floor joists into flush I-beams. Yes, you have to notch top and bottom.

I usually just notch the rafters into the flanges of the beam and then block between them. No beam furring req'd. Although, on a slope might not be the best idea. I would not worry about hangers. They go up fast if they have a hanger nailer.

I think clear span beam is the way to go. Thanks for the input.

PT LVL's. I'll explore the tube steel though.

This is the wish of the Arch/Owner on a screened porch. This is the typical eave side of a gable roof. The members support a beam that supports the roof framing. The demand on the 2x6's is about 1,000 lbs. ASD. The 2x6's actually check out (with gravity loads and a 200lb horizontal point load...

I would fasten the top blocking and the bottom ledger to the band with some structural screws and add a full-depth hanger. What is the demand?

Unless you are using engineered columns, a standard 6x6 will not be straight over that length.

Geez, sounds like you really can't win. Burn thru the chord or bend them on smaller ones, Tek screws take a long time on the thicker ones,

Man that is scary. I imagine no inspections department there or a corrupt one. Looks like a bunch of tons of equipment up there - literally and figuratively.

22ga deck is puddled welded frequently. By definition, you have to burn thru it.

I would not use PAF's in thinner chord joists. This is what happens and apparently it is a concern...

Looks like someone notched the crap out of the beam

There is the whole "hanging a load below the neutral axis" thing. I just emailed the Simpson Rep. on the timeframe for a custom skewed HU hanger. I'll try to convince the contractor to go that route as I do not feel like designing a hanger right now.

Ha, yea. They actually want to go with a fabbed hanger as they don't want to have to shave the LVL to fit. Whatever... Thanks for your help.